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Plans l7`t�S St✓mit S46&-(5 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. 74 '\ NRs/°287022PE yr N ,N y (c,Aj OREGON tip 4./ 'Pilif3ER 1\ Q� S A. HE�� 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 MiTek Industries,Inc. Fri Nov 27 10:56:22 2015 Page 1 ���n.p� ��n,��� ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhgl HMTHTkUyEzqd r" d 4-1�1 1-0-0 1 1 1-2-0 1 1 1-0-2 1 1 1-0.8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 Ii 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 7 la% /\e iof \.2 i., I '.16' "VI,\_7•••N 2 _ wip I1 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 1I 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 1 1-1-0 188 21-4-0 1 1-1-0 1 8 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina: NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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)*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 Uplift 35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=1449/0,10-11=-1540/0,11-12=-1540/0,12-13=-1259/0, 13-14=-742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=-1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=-31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=-725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. QED 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 <G S' at the bearings.Building designer must provide for uplift reactions indicated. ,-... ��1G 1 NEF9 s/02 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4 . 870 2 P E 91' 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. N N` 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). > OREG N LOAD CASE(S) Standard x,1A0(1 MBER \\ \'1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-35=-8,1-21=-80 A. HEp` Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 f 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Illii. 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/H.11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job (Truss ITruss Type Qty !Ply I POLYGON PL15-399 UPPER F02 Floor 10 1 R45996178 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:5623 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 1 1 1-1-10 11 1-2-0 11:1-7-211 1-2-0 1 1-2-0 II 1-2-0 1 1-7-0 i Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x4= 3x4= 4x4= 5 6 7 8 9 10 1 I /\ /\/\/ / \>2 o 13 1® 15 16 17 11= 19 "a - -9 �' . 30 29 28 27 4x5= 25 3x4= 3x5= 3x5= 3x5= 24 23 22 21 x4 3x5= 3x4= 3x5= 4x6= 3x4 = I 13-0-2 14-2-2 11-9-7 13-7-21 I 19-114 Plate Offsets(X,Y)- [14:0-1-8,Edget 124:0-1-8,Edge] n-7-0 11-741 5-42 I LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 Plates Increase 1.00DEFL. in 4 25 U75fl 4800 PLATES GRIP TCDL 10.0 TC 0.45 Vert(LL)T -0.319 24-25 >756 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code IBC2012/TP12007 WB 0.56 Horz(TL) 0.07 20 n/a n/a (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400F 2.0E(flat) BRACING- BOT CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. PO PROFF Q � P� G0I2N2EF `jo2v 7 co-t>, OREGON q/ 1(// 90,-, sM8ER 11 �O S A. H E-?` EXPIRES:06/30/2017 November 30,2015 mil®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. / Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not properly truss system.Before use,the building designer must verify the applicability of design parameters and incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see MiTek' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA�223114.Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 2Job Truss Truss Type Qty Ply POLYGON R45996179 ( (III PL15-399 Floor 1 UPPER F03 Job Reference(optional) 7.530 s Jul 11 2014 M28Aoawwvh45eVUFi Nov No 2710:5:25 252015 Page 1 Ezga Pacific Lumber&Truss Co., Beaverton,Oregon ID:zs2ygYHMYItl_Z1 p9y12t1yAg..-q 1-2-0 110-2 I 1 1-3-12 I 1-3-0 1-108 I o1Hi¢_ll_i Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 13 14 15 16 17 18 19 20 21 1 2 3 4 5 6 7 8 9 10 11 12 Cl - N•a� a yama „-_ I � ���� _.. N Iiil 32 31 30 29 28 27 26 25 24 23 22 35 34 33 3x6= 3x6 = 3x4= 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x5= 14-0-14 19-7-0 I 22-4-12- 2-1-8 12-10-14 1?-5-1A 7 0 7-0I 5-6-2 2-9-12 2-1-8 I 10f1-9-fi Plate Offsets(X,V)- [12:0-1-8,Edge],[13:0-1-8,Edgel,[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27 28 >999 360>999 480 MT20 220/195 TCDL 10.0 Lumber Increase BC 0.33 WB 0 93 Horz(TL)) 0.01 23 n/a n/a BCLL 0.0 Rep Stress 12 YES Weight:114 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) BRACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF 2400F 2.OE(flat) end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD a d verticals. directly applied or 6-0-0 oc bracing. WEBS 2x4 DF StudlStd(flat) 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,_-1486/0 9-100951486 0,10-13, 01-1563/0,5-6=-258/0,612-1563/0,2-/0, 813=--1260, 9/0, 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 1=0/702,29-30=0/1317, 28 29=01556,27-28=0/0, 1269,26-27=0/1269,25-26=0/1269,2425=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- ����0 PRQFFS 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. \c �NGI N EES tS/0 3)Refer to girder(s)for truss to truss connections. N. 2 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 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 CZ- 870 2 P E /9l be attached to walls at their outer ends or restrained by other means. / 6)CAUTION,Do not erect truss backwards. N (I) ," N -• �'0OREGON q, 141 ' 41BER �1 O On A. He?' EXPIRES:06/30/2017 November 30,2015 parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. mil ar r D WARNING-Verifydesign Design valid for efo only v�ith MTek®connectors.This deny t is based only upon psign pa en shown,and is for an individual building component overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCS(Building Component Citrus lHeights,CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-399_UPPER F04 FLOOR 845996180 3 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-nO7W08aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 I,a1�a2 Scale=1:37.1 3x4= 1.5x3 11 4x6 = 3x4 11 3x10 = 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x6 FP= 1.5x3 11 1 2 3 3x4= 1.5x3 11 4 5 6 7 8 9 10 11 12 13 14 ''_� �'^ rRaaeaaaaar.� IO 23 22 21 2019 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 11 3x4= 3x6= 3x4= 1 2-11-0 2-11-0 1 1821-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] 16 40 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical 6-0-0 oc bracing:22-23,20-22. Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=1912/0,11-12=-1912/0,12-13=-1912/0 BOT CHORD 22-23=-1154/0,21-22=-1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. c`��-�IG N F. s/ 4t 87022P; fir- / rkeN•$, OR GON tis 4.i 'Ao �MBER .0 a �`8 A. H -9'\A EXPIRES:06/30/2017 November 30,2015 ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1111 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:27 2015 Page 1 PacificLumber BTruss Co., ID:zs2ygYHMYIti_Z1p9y12t1yAg?f?-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 1 1-0-0 1 an r0 i r-7-711 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4-4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 al - &I ea 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6- 3x4= 1.5x4 SP= 15-6-14 14-4-14 11-11-11 1 21-4-0 1 I 14-4-140-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],(27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress lncr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a Weight:107 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-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. P R�F s 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��\Cj��G NG]N EFR s/O29 87022PE r N "ticeA4.4 ((`A OREGO tit OWN vpc'TIMBER V\OS A. HSC^ EXPIRES:06/30/2017 November 30,2015 4► rr. r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component S109 Safety InformaBuite on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suites Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-399 UPPER FO6 R45996182 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:29 2015 Page 1 ID.zs2ygYHMYIti_z1 p9y12tl yAg??-Cbpf09dRz8CVaGp03J6n 1 H I8ciLmglUJz2ULTayEzq W 1 1-10-8 1 0-1^1 1-0.0 1 1 1-2-0 II 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 354= 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 so 12 I,,T, ,-.. 35 34 33 32 31 30 29 28 27 26 25 24 23 22 455= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4=- 355 3x5= 14-0-14A 2-1-8 1 12-10-14 1 11 I 79-7-0 22_-7-8 2-1-8 0-7-0 5-6-2 I 3-0-8 I 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift 22=-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. `�Q`0 PROFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. 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 �-; �NGI NEFR 6> be attached to walls at their outer ends or restrained by other means. �� O. 5)CAUTION,Do not erect truss backwards. 870 2PE 9 7 ...), REDO 1 r° l JN Or, M$ER1 O S A. HEVk EXPIRES:06/30/2017 November 30,2015 f f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMill. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PLI5-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYItI Z1p9y12tIyAg??8 wPRrehVISDpZzOAj8F6iNRgWxGlmfbOMzSYSyEzgU atao.( (-.-q 11-2-D 1 p-7-1n1 I a9-0 1 0-9-0 110-9-0 1 0-9-0 II 0-9-0 10-9-0 Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ii;:vvi.ai ir-if:AiNi w /AI r \‘‘ralk\ \ \ A& A--I' -Mfl I r i WAIL\ o:- we 1 .. rivoilrikzim 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 ;rig20-2- 13-2-14 10-7:01410-7-n1 5-9-2 Plate Offsets(X, )-- [17:0-1-S,Edge],[18:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORDStructural wood sheathing directly applied or 6-0-0 Gcpurlins, 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. (Ib/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=-4177/0,11-12=-4177/0,12-13=-4200/0, 13-14.-4200/0,14-15=-3978/0,15-16=-3978/0,16-17=-3978/0'17-18=-3617/0, 18-19=-307510,19-20=-3075/0,20-21=-2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=-277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=-317/0,17-32=0/880,18-29=-1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. � � P R OF 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. 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 ,T' 'tJG[NEE,9 X029 be attached to walls at their outer ends or restrained by other means. 87022PE c u)_, N .TOREGSN ti� �N 'A�' $' 4/8 O OSA HS'i\ EXPIRES:06/30/2017 November 30,2015 f / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mirek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Bill 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 CitrusuiteHeights,CA 95610 Job ITruss ITruss Type Qty Ply POLYGON PL15-399 UPPER F08 Floor 845996184 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 �.��,�y�� ���t ID:zs2ygYHMYIti_Z1p9y12t1yAg??cAUneBfJG3a4RjYbkRfUfwwfswMSl6HIf0i?4vyEzgT I 1-10-6 I II-1111-4A f"'-O-I 11-2-0 II 1-6'2 I 1 1-3-11 1 1-3_0 I Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5=234 5 678 9 10 11 12 13 14 15 1617 18 19 2021N _ jihwiditz.....a.\46.461. to �� • N 35 34 33 32 31 30 29 28 27 26 252 = 24 23 22 4x5 = 3x4 I I 4x5 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6=- 3x6 = 3x4= 3x5= $ 14-0-14 1 2-1 I 12-10-14 1 . 19-7-0 2-1st 10-A-6 -7-ntl-7-n I 1 22-4-11 Plate Offsets(X,V)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] 2 2-9-11 1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.33 MT20 220/195 BCLL 0.0 Rep Stress Incr YES Horz(TL)) 0.0.01 27-28 >999/a n/a BCDL 5.0 0.93 23 n/a n/a Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400F 2.0E(flat) BRACING- BOT CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,G�ED PR OFFS' be attached to walls at their outer ends or restrained by other means. �cjCANGI NEc S'/ 4)CAUTION,Do not erect truss backwards. 9 0 '1/4/S. 2 '' - 87022PE 9r tiN y �Aj, OREGO rP lv 9Or, M8ER 'V\ �O OS A. HO; EXPIRES:06/30/2017 ' November 30,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. I Design t ss system. .r before use he buiilld ng designer must verifydthe based bilitly y of design parameters and and Incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building C Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 1 1 PL15-399_UPPER F09 Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Fri Nov 27 z shyk10:56:34 0:5:342015 Page 1 zgR Pacific Lumber&Trus Co., Beaverton,Oregon ID:z52ygYHMYItI_Z1 p9y12t1 yAg..- �'l 10.8-411 1-2-0 '$0,11)110-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.8 3x4=- 4x4 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 I 31 Allis - \ /\ M� _/ B - e 34 33 \x opX� 32 31 30 29 28 27 26 4p 39 38 37 36 35 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5 = 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 p 20-4-13 13-5-12 1 0-7-0 1 5-0-2 I 13-5-12 Plate Offsets(X,V)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BBCC0,55 VeHort(TL) 0.52 33-34 >468 8 60 0 BCLL 0.0 Rep Stress Incr YES Weight:109 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid iadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=4267/0,11-12=-4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=-4116/0,15-16=-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/ 3686/2977,3 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. �Q��� P R O�FS 2)All plates are 1.5x3 MT20 unless otherwise indicated. 0,11mEp �O 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 `fit be attached to walls at their outer ends or restrained by other means. CO: le �� 87022PE -7r / -5 A OREGON ti3 OIV �AOr, BER 1R\P. A. HE EXPIRES:06/30/2017 November 30,2015 f .... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M1ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not till a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 Lane is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7e 109 C777 GreenbackHeCA 95610 Safety InformaCon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Symbols Numbering System PLATE LOCATION AND ORIENTATION1 y m General Safety Notes 1/4' Center plate on joint unless x,y I6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Dimensions are in ft-in-sixteenths. Damage or Personal Injury �Mik. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-1/16' MENSEININIMEENEENEgmmo 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves TIM o 1111L\1117111te may require bracing,or alternative Tor I Ulir O C°2 bracing should be considered. U � 3. Never exceed the design loading shown and never O O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ O 4. Provide copies of this truss design to the building plates 0-'/7 from outside BOTTOM CHORDS ~ designer,erection supervisor,property owner and edge of truss. all other interested parties. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO required and reembed fully.Knots and wane at joint locations Connector plates. THE LEFT. are regulated by ANSI/TPI 1. *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: The first dimension is the plate use with fire retardant,preservative treated,or green lumber. 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular to slots.Second dimension is ESR-1311,ESR-1 352,ESR 1988 responsibility of truss fabricator.General practice is to the length parallel to slots. ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of thein truss unless otherwise shown. peall cifiedresects,equal to or better than that by text in the bracing section of the output. Use T or I bracing13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. BEARING section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, established by others. or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 1 b.Do not cut or alter truss member or plate without prior ©2012 MTek®All Rights Reserved approval of an engineer. number where bearings occur. ® 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� MI 8" 18.Use of green or treated lumber may Industry Standards pose unacceptable environmental,health or performance risks.Consult with ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design)front,back,words Plate Connected Wood Truss Construction. alone DSB-89: Design Standard for Bracing, and pictures)before use.Reviewing pictures BCSI: Building Component Safety Information, is not sufficient. Guide to Good Practice for Handling, it 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria, Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mils 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROFFS�\� NG`NE� /a(0./..,,,"°.-.0 89782PE �r , ., ir,,L OREGON c'�``� -9;5i/r("4 RY i5 „<ce a•- % -. /2016 . �/ November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 BC: 2x4 KDDF ST&NDR LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 WEBS: 2x4 KDDF STAND LL - 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 10'- 0- .0"-0" 256/ 1210V-256/ 1210V -48/8/ 40H 5.50" 1.94 KDDF ( 625) NOTE: 2T9 OPACIOR AT E4S01 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" BOTTOM CHORD CHECKED FOR DSP AC LIOE LOAD. TOP MAX TL CREEP DEFL - -0.102" @ 6'- 0.0" Allowed = 0.950" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-11 Truss designed for wind loads 5-11-11 3-02-10 in the plane of the truss only. T 43208 4320# 2 12 Q 6.00 6.00 V M-4x6 M-6x6 2 10111. Atil: As �M ��t 6 **rigilq I (7 I** 6 M-3x5 oM-1.5x3 M-3x5 M-3x4 b y b 3-10-12 5-06-12 y 5-08-08 is-02 )' ' t.q PROFE`S' 89'82PE JOB NAME : 3413-B POLYGON NW - Al Scale: 0.9009 �G�%� ry/ M WARNINGS: GENERAL NOTES, unless otherwise notetl •{�,a OREGON N. • 1 Builder and erection contractor should be advised of all General Notes 1.ThIs design is based only upon the parameters shown and Is for an individual 7,-. y `�' Truss• Al end Warnings before construction commences building component.Applicability of design parameters and proper -lam incorporation or component is the responsibility of me building designer. aT A R t�f '�5 - 2 2x4 compression web bracing must be InWatled where shown•. 2 Design assumes the top and bottom chords to be lateraly braced at -f 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o c respectively unless braced throughout their length by � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*e No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitly of the respectcontractor. SEQ.: K 15 6117 4 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, and are for'Wry conation•of use. �r f7 s]_ /Fy �? TRANS ID• LINK design mads be applied to any component. 8.Design assumes full bearing atall suppo85shown.Shim orwedge f �XP�R�.J. 12f3112'01fs 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitation set forth by 8.Metes shall haldewoc lojoicated center bothlf a$s of truss.and placed so their center TPIhVTCA in BCSI,copies of which will be furnished upon request. 9.Digits indicate Are of plate in inches. MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATIOR TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF ((1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=(-779) 153 1-4=(-47) 587 4-2=(0) 353 WEBS: 2x4 KDDF STAND 2-3=(-774) 153 4-3=(-47) 587 LOADING TC LATERAL SUPPORT <= 12"00. UON. TC LATERAL SUPPORT <- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF - 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX TIOZ BRG REQUIRED BRG AESA TOTAL LOAD = 42.0 PSF LOC-TIONS R/ACTIONS 6/ACTIONS 5I5E 1.02 (SPECIES)) 6 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) '* For hanger specs. - See approved plans 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed - 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-07 7-07 Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 12 'r load duration factor=l.6, 6.00 IIM-9x4 12 Truss designed for wind loads Q 6.00 in the plane of the truss only. 4.0" 1.1 M 400 M I 1** 0 M-3x4 M-1.5x3 ** 3 t M-3x4 ' b 7-07 y y 7-07 15-02 �„C6 i) P)l V 17F�' • •Co • a1N l% :' - 9782PE JOB NAME : 3413-B POLYGON NW - A2 Scale: 0.4009 --ow" WARNINGS: GENERAL NOTES, unless otherwise noted: �. Truss: A2 I.Bolder and emotion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual OF EGV^' s and Warnings before construction commences. bolding component Applicability of design.parameters and proper. REG V t Y 2.2z4 compress on web bracing must be installed where shown. Incorporation of component is the responsibility of the building designer. O^ 3.Additional temporary bracing to insure stability during constmIXlon 2.Design assumes the top and bottom chorda to be laterally braced at y`,'� e the responsiblty of the erector Adtlitonal permanent bradng of 2'o.c.and at IS o.c reapedlvaty unless braced throughout their length by 7-45 ���7 � 1 �' DATE: 11/30/2015 the overall structure is the responsibility ohne building designer continuous bridgingsheathing or auch as plywood sheathing(TC)ng(TC)and%or drywau(BC). ` - SEQ.: K1561175 4.No load should bee applied to any3.In Impactoof us in thterelprecngry of the wspectNowo*+ �-j{ PP component until after all bracing and 4. latwn of truss s theresponsibility to of the respectrva contractor. -1,l L - fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design wads be applied to any component. end are for"dry conditiono use. 5.CompuTrus has no control over and assumes no responsibility for the B Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and nstallatona(components. ce rys EXPIRES: 12/31/2016 fi.This design is furnished subject to the limitations set forth by 7.PlatesOaassumes adequate both faces is provided. TPVWTCA in SCSI,copies of which will be furnished upon8. c incite with jointedt on cebethfecesoltmss,and placed so their center November 30,2015 request. lines coincide wtlh)Dint center lines. 9.Digits Indicate ske or plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 TC: 2x6 KDDF #1&BTR LOAD DURATISN INCREASE " 1.15. (Non-Rep) 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WE: 2x4 KDDF ST&NTR SPACED 224.0" O.C. 3-4=( -10) 5 6-3=( -119) 120 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ B18V -57/ 144H 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+OL= 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. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.041" @ 4'- 0.0" Allowed = 0.472" 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 ,f ,' Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-1.5x3 6.00 4 -/ Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 0 iillikhi \ I c ,AlAgglill m!I=II171111 lik IIIIIIILIIII4 all en O /` 1► 5 toM-9x8 M-3x4 M-3x8 y +1210# *637# y y 9 4-00 -00 y 8-00 b ,G,- _tG N E.6• cl% 8 782PEE JOB NAME : 3413-B POLYGON NW - AGIRD ./ '7:77 > • . . Scale: 0.9610 .� -. WARNINGS: GENERAL NOTES, unless otherwise noted: • y pFtEpN r�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .17 OREGON,ay Q" Truss• AGIRD and warnings before nonstrudon commences, building component.Applicability of design parameters and proper kr rt, (�,e 2.2x4 compression web bracing must be installed where shown*. Incoryorehonofcomponentistheresponsb:b.°fthebuiltl ngdesigner. ,IQpt� 2.Des lin assumes the top and bottom chords laterally braced at r r 3.Additional temporary bracing to sure stability during construction 7 o.c.and at 10'o c respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA UL ' '- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsib Ay of the respective contractor. SEQ.: K 15 6117 6 fasteners are complete and at no time should any bads greater than s.Design assumes trusses are to be used n a non-corrosive xe a rvlmnment. and are for"dry condition"of use. EXPIRES: r}rj )s (� {� TRANS ID• LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown Shim or wedge if 12/31 201 a CompuTrus has no control over and assumes no responsibility lir the necessary. q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3 ,2015 8.This design is furnished subject to the limitations set forth by 8. les coincideshall e locatedith joint center both facesceof lass,and placed so their center TPIIWTCA in SCSI,copies of which 0.111 be furnished upon request. 9.Digits indicate coo of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see 886-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 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=(-92) 90 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" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/24D, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" f f MAX BC PANEL LL DEFL = 0.007" @ 2'- 0.6" 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), load duration factor=l.6, 3 -/ Truss designed for wind loads in the plane of the truss only. o 41 M o m. 111 o ii / 1 2�� 11111.=.1111114 M-3x4 b b y 1-00 IPROVIDE FULL BEARING;Jts:2,3,4 I 6-00 �cp P ROx $9'782PE 1 JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 WARNINGS: GENERAL NOTES, unless othersee noted ORECa©IBJ Truss AJ1 1.Bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual N. • and Warnings before construction commences. building mmponent.Appliceb my of design parameters and proper _ $ + say. '�' 2.204 compressor web bracing must be Installed where shown.. incorporation of component la the responsbIdo of the building designer. ,,�} /� '(� lS. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced an 'F� "'I J��s"" rah lathe responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respects y unless braced throughout their ingih by - ` DATE: 11/30/2015 the overall structure is the responsibilityf the des continuous sheathing such as plywood sheet Mno(TC)annoy drywall(BC). lir f„3'A L L % - o building designer. 3.2x Impact bridging or lateral bracing required where shown SEQ.: K 15 6117 7 4.No load shouldbe applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.ctor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any mmponent. and are or dry conditionof use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6 Do gnassumes full bearing atall supports shown.Shim orwedge iI EXPIRES; 12/31/2031 6 fabrication,handling, necessary. shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag truss,located on both faces of truss,and placed so their center TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 49 IC 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" -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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 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" 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 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. /- 1 - 1 1 M-3x4 y b y 1-00 6-00 IPROVIDE FULL BEARING;Jts:2,3,4 I �- (] j•��� 89782PE JOB NAME : 3413-B POLYGON NW - AJ2 _1 • Scale: 0.6146 • WARNINGS: GENERAL NOTES, unless otherwise noted OREGON C�'A`^ '?+I,� 1.Builder and erection contnactor should be advited of all General Notes 1.This design s based only upon the parameters shown and is for an ndruldual Fj OREG©NV Truss: AJ2 and Warnings before construction commences, building component Applicability oI design parameters and proper 2 2.2z4 compression web bracing must benstalied where shown e. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Add t Dial permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length byco DATE: 11/30/2015 the overall structure is the responsibilityf the 20 Impact sheathing such as plywood required shown) r drywall(BC). PAUL ij ''• ?: o building designer. 3.2z bridging or lateral bracing required where shown r d 1.1(� S E K 15 6117 B 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • 4' fasteners era complete and at no time should any loads greater than 5.Design assumes trusses areto be used In a noncorrosive environment, design loads be applied to city component. and are for"dry condition"of use. EXPIRES.: TRANS ID: LINK s.CompuTrushas nocontrol over and assumes noresponsibility for me S.Deelgnassumesullbeedngetapsuppodsshoon.Shimorwedgeif .EXPIRES: 12/3`1/2O1e fabrication,handling,shipment and installation of components. necessary. C C L 1 G 7.DesigMates aahab oaaded°oneothifage'apms'ded.s,an November 30,2015 8.This design is furnished subject to the limitations set form by e.Plates shall be located on both feces of trues,and placed so their center TPIIWFCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MTek USA,In^./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF #1&BTR TRUSS SPAN 6'- 0.0" BC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-2=( 0) 50 2-9=(0 2-4=(l) 0 F/Cq=1.00 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-97) 68 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" p,p�� DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. 0'- 0.0" -57/ 402V -22/ 10BH 5.50" 0.69 KDDF P(C625) 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 EDDY ( 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "on spacing. J 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 TC PANEL LL DEFT, = 0.079" @ 3'- 7.2" Allowed = 0.395" '( MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 12 6.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. 0 rn r`1 O f rA T O A- O 1 2�� M-3x4 y y 1-00 6-00 )' !PROVIDE FULL BEARING;Jts:2,4,3 ! -...-:,(34,. .0R pOPE.. c0S, JOB NAME : 3413-B POLYGON NW - AJ3 PE • Scale: 0.5762 '.J WARNINGS: GENERAL NOTES, Truss: AJ3 Bolder and erectioncontractor should be advised plait General Notesunless otherwiseparameters noted: ),,� and Warnings before construction commences. 1.This design is based only upon the snows and Is for an Indly dual ••_1 ry n7 • 2.2z4 compression web brawn building component Applicability of design parameters and proper I' OREGON�Q� Press g must be nstalled where shown+ incorporation of component is the responsibility of the build designer. • (�. 3.Additional temporary bracing to Insure stability during construction 2 Design and at rB the top and bottom unlesschordsbra o be laterally bead gthmay} ' L (j�C ---- DATE: 11/30/2015 is the responsibility of the erects,Additional permanent bracing of 2 o c at 10'o.c such as plywoodly braced throughout their length by "� '�,por '� + _ f.. Me overall structure is the responsibility of the building designer. continuous sheathing such as required ng(TC)and/or drywall(BC). ` SEQ.: K 15 6117 0 4.Na load should be applied to any component until after all bracing 3.ar Impact bridging or lateral bracing where shown++ R a (� fasteners are complete and at no bee should anyloads9 and 4.Installation tassumestr is the are toonstblbty of the respective contactor. L `` TRANS I D: LINK greaterhan 5.Design trusses are be used k a non-corrosive environment, design loads be applied to any component. and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. �' EXPIRES: ary�/{ 6.This design ahimkhed subject to the limitations set forth by T Designs assumes adequate drainage is provided. "' f�+`r�G V1 t^ TPIM?CA In BCSt,copies of which will be furnished upone.Plates ncbe located on both faces of Truss,and placed so Meir center November 30,2015 V request. lines coincide with joint center liras. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E B.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI WR/DDF/Cq=1.00 TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES EMBE( 0) 50 4WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-110) 93 TC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -70) 93 BC: 2x9 KDDF #1613113 LOADING LL( 25.0)+DL( TC LATERAL SUPPORT <= 12"OC. UON. 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -56/ 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 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 = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 9 -" MAX HORIZ. LL DEFL - -0.001" @ 5'- 11.2" 12 MAX HOER. TL DEFL = -0.001" @ 5'- 11.2" 6.00 3 ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads CD in the plane of the truss only. oa M I d r� 5� I o M-3x4 y 6-00 k 1-05-15 y 'EQ PRQFE 1 00 • C �ROVIDE FULL BEARING;Jts:2,5,3,9 I � vr���e @ 4��g{yr�p^� Q;,, 89 82 E 1-.. 3413-B • POLYGON NW - AJ4 -� / `- JOB NAME : Scale: 0.5937 GENERAL NOTES, unless otherwise noted: ." ,e �� ©��1�'`� �. WARNiNeS: 1.This design Is based only upon Me parameters shown and is for an Individual Y1-4,4,. e ,(�,,, 1 Builder and erection contractor should be advised of all General Notes building component.Applicability of design parameters and proper. 1'65.. J 1 a.v q y and Warnings before construction commences. incorporation of component s the responsibility of the building des gner. ^i j+( { � _` Truss: AJ4 Design f(- V 2.2x4 compression web bracing must be installed where shown+, 2.Desi the top and bottom chords to be laterally braced al 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10 o.c.respectively unkas braced throughout their length by . j f 1 c;\ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r1 - g designer. 3.2%Impact bridging or lateral bracing required where shown i o DATE: 11/30/2015 the overallstructureis the to any oiompbiity ofthebullaft deal 4.Installation of buss Is the responsibility of the respectne contractor. 4.No bed should be applied to any component until after all bracing end 5.Design assumes trusses are to be used In a non-corrosive environment, SEQ.: K 15 6118 0 fasteners are complete and at no time should any hada greater than and are for"dry condition.of use. cy �+. `�}3 1261 design loads be applied to any component. 8.Design assumes fug bearing at ail supports shown.shim or wedge r -EAP)R ES 6 TRANS ID: LINK 5.Comption,hasdin,ship over eMassumes iono components. Designs November 30,2015 fabrication,handing,shipment smeetand he limitationf cempoh by 7.Platesn assumesadequate drainage lour ,and laced so their center 8.This design N CSI, subjectoto the 11 beefurns het forth 8.(Pines Plates ncide with all be int cen nterr lines.faces of hues,and p TP WJfCA in SCSI,copies of which will furnished upon request. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTNs Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" 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 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. BC: 2x6 KDDF #1&BTR2- 3=(-5997) 1190 10-11=(-1319) 6874 10- 4=( -231) 1443 WEBS: 2x4 KDDF STAND 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 LOADING 4- 5=(-5910) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-6B96) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT 4- 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD 42.0 PSF 12- 6=( 0) 130 7- 8=(-9412) 831 6-13=(-2514) 548 B- 9-(-4445) 845 7-13=( -259) 1540 LL - 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 29"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net 5 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I (- 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 = 0.168" 9 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 11-06-10 7-11-11 load duration factor=1.6, ffTruss designed for wind loads 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 in the plane of the truss only. ,� ,� 3-10-15 4-00-12 12 (598# T T T T T M-5x12 12 6.00 M-3x6 M-4x10 M-4x10 Q 6.00 5 6 T2N M-1.5x3 M-1.5x3 3 +. rn 1 0 10 11 12 13 M-4x10 M-3x10 0.25" M-4x10 M-3x10 **g 1 M18HS-7x14(5) M-1.5x3 y y ,1440# y y 7-04-12 5-01 2-08-04 4-11-04 7-04-12 y ; •,-�"� tpnR�f �rrx.. . �. 1-00 y 27-06 y �\�.• - `~�`fx - � �ia�a_ JOB NAME : 3413-B POLYGON NW - B1 • �� Scale: 0.2244 WARNINGS: GENERAL NOTES, unless otherwise notetl Truss' B11.Builder and erection contractor should beadvised ofall General Notes 1.This design isbased only upon the parameters shown and ISfor anIndividual OREGON and Warnings before construction commences. building component Applicability of design parameters and proper �^_ 2.2x4 compression web bracing mud be Installed where Shawn* incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bosom chords to be laterally braced at /aq� 2'o.c and at ea o c.respectively unless braced Throughout their length by �(e,. • _k jr is the responsibilityer of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)hereand/or e TIBC • RV DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+rye( ) fA,t�1'i " 4.No should beapplied le ��fe -�.,1 SEQ.: K 15 6118 2any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. • TRANS ID: LINK design loads be applied to any component. and are for"dry ondition"of use. 5.CompuTrus has no control over and assumes no responsibilyy for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �'s fabrication,handling,shipment and installation of components. necessary. EXPtREJ: 1'2f31 "�Q'1- S.This design is furnished subject to the t,maagons set forth by 7.Designassumesbeaedad on drainage to truss,d. November 30,2015 v e.Plates coincide be bceled on both faces of Truss.and placed so melt center TPIMTCA In SCSI,copies of which will be furnished upon request. lines coindtle wfth joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 9.Digits indicate size of plate in Inches. 10.For basis connector plate design values see ESR-1371,ESR-1986(MlTek) 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/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2998) 628 1-5=(-568) 2526 5-2=( -232) 1259 4-7=(-1984) 946 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 3-9=(-1408) 342 6-7=( -44) 109 6-3=( -114) 568 WEBS: 2x9 KDDF STAND LOADING 6-4-( -506) 2308 TC LATERAL SUPPORT <= 12"01. 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 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required.r)r] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" Join together 2 ply with 3"x.131 DIA GUN nails staggered at: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.039" @ 3'- 0.0" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL -0.003" @ 7'- 10.3" 9" oc in 2 rows) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. 6-02-11 1-09-05 ** For hanger specs. - see approved plans ,. f'I 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 pM-4x6 load duration factor=l.6, Truss designed for wind loads M-3x5 in the plane of the truss only. 9 -/�D Ell M-3x6 3 2 N 41 Hi o @@ HANGER BY OTHERS TO APPLY CONC. I II m LOAD(S)EQUALLY TO ALL MEMBERS. IALMIIIII=VIIIIIhMila ill M o f ow. .111111 1E11 o /- 5 6 7 I o M-3x4 M-3x4 M-7x8 M-3x8 y ♦12104 *637# , +23304 y 3-00 7 2-09-12 2-02-04 8-00 y � ' - l Eo P R Of --,�a --CIS - / 8 782PEe • .fit,"' JOB NAME : 3413-B POLYGON NW - BGIRD ' . u'/ - Scale: 0.4649 i_.. Scale: WARNINGS: GENERAL NOTES, unless otherwise noted' • ,S OREGON �. • 1.Builder and erection contractor should be advised of all General Notes 1.This design 6 based only upon the parameters shown and 6 for an individual I! J� • Truss: BGIRD endwarnings before construction commences. buldng component.Applicability of design parameters and proper O . 2 2 2a4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. �+�Lj: F3 y '4- 'CZ''_-' 3.Additional temporary bracing to insure st nal p during construction 2.Design assumes the top and bottom asschobr to be laterally braced al r7 Is the responsibilityfthe erector Additional permanent f 2.o.c and at10e.c.rsuch as ply unless braced throughout their length by o parmanen Bo continuous sheathing such as plywood sheathing(TC)endror drywall(BC). BA iii- DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. 3.2a Impact bridging or lateral bracing required where shown** 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - SEQ.: K 15 6118 3 fasteners are complete and at no time should any bads greater than s Design assumes trusses are to be used in a non-corrosive environment, design loses be applied to any componem and are for"dry condition.of use. TRANS ID• LINK6 Design assumesfull bearing atall supports shown.Shim orwedge f • P�R S: 2/31/2 1 S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basis connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF CATIOR TRUSS SPAN 1'- 0.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES22) 2-4=)5) 5 =1.00 SPACED 29.0" O.C. 1-2=(-22) 50 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. SON. 2-3=(-37) 25 BC LATERAL SUPPORT <= 12"OC. [JON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHOAD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG TOTAL LOAD = 92LOCATIONS REACTIONS REQUIRED SPG IES) .0 PSF 0'- 0.0" -74/ 298V 4/ACTI6H 0.5E 0.40 KDDF ( 62525)) 0'- 11.2" -15/ 28V 0/ 36HOH 1.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.09 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 lCOND. 2: Design checked for net 5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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.6, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 2 Mo Truss designed for wind loads _Ailin the plane of the truss only. M O O /-- ,�are O 1119 M-3x4 y y y 1-00 1-00 !PROVIDE FULL BEARING;Jts:2,4,9 ._• �� �. ,,,,- fl �� ��GIN�,�c� /0� JOB NAME : 3413-B POLYGON NW - BJ '-782P ,e Scale: 1.1073 / / WARNINGS: ./ a Truss: BJ Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted: -- artl Warnings before constructor commences. 1.This design M based only upon the parameters shown and is for an individual 2.204 compression web bracingbuilding component.Applicability of design parameters and proper �f_ /}_ ©RECON must be ability where shown incorporation of component la the responsibilityof the building designer. fR? '-J.... • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes of the component andbottomtunless ha be laterally the brocetl et p'•• --. --- _ DATE: 11/30/2015 Is the responsibd ry of the em or Additional permanent bracing of 2'o.c and at 10'o c.respectively unless braced throughout their length by �� •R "� yR'j, the overall structures the responsibility of the building designer. 20 lconepousadging onatehaseAng re required sheathing(TC)shown 0 drywall(BC). • '�+' SEQ . K15 6118 4 4.No load should be applied to any component until after all bracing3.20 Boson ott mg or lateralbracingseathin po s e donne (Z`, fasteners are complete and at no time should any roach aud 4.Installation of trues is theare responsibility of the respective contractor. p„ `a TRANS I D: LINK design bads be applied to any component. nY greater man 8.Design assumes trusses are to be used In a noncorrosive environment, 5.CompuTms has no centro)over and assumes no re and are for"dry condition"of use. responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end Installation of components. necessary. B.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. EXPIRES: 12/31/2016 TPIIVICA in SCSI.copies of which will be furnished upon request. 8.Plates incileeih join on center faces ofimas,and placed so their center November 30,2015 lines coincide with joint censer lines. MiTek USA,Inc./Compclrus Software 7.6.7(1 L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Wee) This FIC designLUMBER-BC prepared from computer input by PACI LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL 1- 2=( u) 50 0125=(-264 M) 11304 15- 3=( R/DD C3660q=1 11-22=(-269) 1800 LUMBER SPECIFICATIONS TC1 2x4 KDDF #16BTR; 2- 2=(-12816) 3050 12-15=(-2648) 9724 5-13=(-1758) 366 11-22=1 -92) 390 2x6 KDDF #1&NDR BTR T2 LOADING 3- 9=( -8746) 2256 16-17=(-1950) 7802 16- 9=( -12) 599 WE: 2x9 KDDF STALL = 25 PSF Ground Snow (Pg) 4- 5=( -8050)0 2210 0 1 -19=(-2496)496) 9360 360 14-17=( -330) 2134 WEBS: 2x9 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=1 2x9 IF 2400F A; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7-) -7229) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 2x9 KDDF #16BTR B BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=(-2050) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. _ -6138) 19- 8=( -388) 1234 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 111-12=( -6882) 1862 20- 8=( -724) 422 12-13=( -6844) 1842 8-21=(-1138) 250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4) 50 21-21=( -146) 250 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 10_22=(_2088) 688 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR LOPS£ LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 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) ( 2 ) complete trusses required. (u Mer.ic9 orequal non-structural Join together 2 ply with 3"0.131 DIA GUN vertical members on)n nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, f uplift at 24 c spacing. 9" oc n 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) p o 0)1 9" oc in 1 row(s) throughout 2x9 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed= 1.654" 12-08-11 8-05-06 1' MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" �( MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" 9-04-03 f 5-01 1-bra-14 3-11 f MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" 2-09-12 9-OS-08 2-09 9' -09-12'1 0-015105 -08-089' �3-04-02 MAX HORiz. LL DEFL= 0.159" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" T '( T T '�'( T T T 8-10 8-10 -M-4x4+ .( T +597.308 indforce-resisting T +5 7.30# M-3x6 12 Design conforms to ma w 12 Q 6.00 system and components and cladding criteria. 6.00 M-3x6 M-5x6+ M-8X6+ 6 .M-3x6 Wind: 140 mph, h=22.9ft, TCDL=9.2,BG DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a�� '° load duration factor=1.6, M-5X6 i :hl9 dwdldof thtuly.5x9 orequal at non-structural diagonal inlets. 4 2 M-3x8/ �-Ay - _3M".1 M-9x10 ���_ ,_ � e� � -_ _- 9 �m /��5 I6 17 t` 19. --2,1 22 ~\ o I/ M-3x4 M-3x8 o Ie M-3x10 0.25" M-3x8 M-3x8 to 0 o114-1.5x3 I M-7x10 FRpfi M-5x8(S) 1�,V V ' . GI 3.75 fi' ., tN y.. ' lz b y y y Co (' I y Y Y byy ��3ge�pp Q . 2_05_082-09-122-11-08 5-02 y 4-11-08 3-07-10 3-09-06 8-02-12 1-00. e`7� OG r� y y y 20-09 * y -OB}-OS-08 10-09-08 1-00 34-00 1-00 �'� • JOB NAME : 3413-B POLYGON NW - Cl sale: 0.1478 •' -V 4i•-EGON2p„ " GENERAL NOTES, unless otherwise noted �� F , WARNINGS: 1.This design N based only upon the parameters shown and Is for an individual .A . 1.anwamin erectioneconstruction com beadvisedof all General Notes building component.Applicability of design parameters and proper �� T T U$S C 1 and VJamings before ommenated Incorporation of components the responsibility of the bolding designer. A UL 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bosom chords to be Wterally braced at f" 3.Additional temporary bracing to Insure skbiliry during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by N the responsiblIly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryWell(BC). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ DATE: 11 117115untilafterallbracingand 4.Installation of truss is the responsibility of the respective contractor. EXPIRES: 12/31/2016 K1561186 4.No neneshoe c m letean at anyo component5.Design assumes trusses are to be used in a non-corrosive environment, /k�+ �l T E Q. fasteners are complete and at no time should any loads greeter than and are for"dry condition"of use. design baits be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge it November 30,2015 TRANS ID: LINK s.cbrcatoushas nocontrol entendand assumes iono responsibility for the necessary. dna fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prow 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA In BIS),copies of which will be furnished upon request. nines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompoTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #18BTR TRUSS SPAN 34'- 0.0" IHC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 LOADING 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1611) 437 11- 6=(-692) 235 TOTAL LOAD = 42.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 OVERHANGS: 12.0" 12.0" 7- 8=(-2510) 513 12- 7=(-253) 175 LL = 25 PSF Ground Snow (Pg) B- 9=( 0) 50 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. MAX VERT MAX TIOZ SIG REQUIRED SPG AREA) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS'- .0 REACTIONS 7R/ACTI0 525E 2 F ( 625) 0'- 0.0" -235/ 1542V -167/ 1870 5.50'• 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 T Design conforms to main windforce-resisting 12 T f f T fsystem and components and cladding criteria. T 6.00 M-4X6 12 Q 6.00 Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 5 ,(-,( Truss designed for wind loads in the plane of the truss only. M-Sx6(S) M-Sx6(0) 0.25" 0,25" 9 00' op M-1,5x3 '\* 3 M-1.5x3 rn m 0 i - 10 s1 o M-4x4 M-3x4 0.25" 12 B 0 M-3x9 =M-9x4 io M-5x8(S) P R o F 1 y y Il i-oo 8 09-09 8-02-12 8-02-12 y 8-09-04 i-oo 5a• _k4GlN 34-00 - 89782 E JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 WARNINGS: GENERAL NOTES, unless otherwise noted: , Y, ,��+//!C� SSW Truss C2 1.Builder and erection contractor should be advised or all General Notes 1.This design 5 based only upon the parameters shown ands for an Intln•dual OREGON 'l' and Wamings before construction commences. building component.Applicability of design parameters and proper Vf'lC ll t11 2.2x4 compression web bracing must be installed where shown+ incorporation of component k the responsibility of the building designer. 5sd (+� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al g� � J( . " is the responsibility or the erector.Additional permanent bracing of Zo.c.andat10'o.c.respectively unless braced throughout their length by t:J `4 DATE: 11/30/2015 the overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)anWor drywall(BC). \� SEQ. : K1561187 4.No load should be applied to any coin3.2zimptiosact sI gunsing thterelponiglyot ha whpreehe co•to PAUL portent until after al bractng and 4.Imlalkt on of truss is the onsiblhty of the respective contractor. A {� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are o aryoonaidon ossa. 5.CompuTrus has no control over and assumes no responsibility kr the 0 Designassumesfull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end installation of components. necessary. 'EXPIRES: F]'-R 'L+a: �.yy j ��wy 1. B.This design is furnished subject to the limitations set forth by T Design sesames adequate both Cage is provided. EX(-' !-2 S 2 L/ TPW✓TCA in BC5l,copies of which will be furnished upone.Piecoites ncide lee with onnber lfaces of truss,and placed so their center November 30,2015 request. lines ceinptle with)Dint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digts indicate size of plate in inches. 70.For bask connector plate design values see ESR-1311,ESR-7908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=) 0) 406 TC: 2x4 KDDF #1&BTRBTR SPACEDD LOAD DURATION24.INCREASE.0" O" 0 1.C.1.15 2- 3=(-4672) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8-1-206) 147 BC: 2x4 KDDF#1 3- 9=(-2797) 540 12-13=(-373) 2449 12- 9=( 0) 371 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13=) -754) 176 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 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 BC LATERAL SUPPORT 4- 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2278) 486 13-15=( -144) 1319 0- 9=(-2501) 506 13- 6=( -301) 1073 OVERHANGS: 12.0" 12.0" LL = 25 PSF 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 HOAZ 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/ 1592V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed - 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" 17-00 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 f f f f f f f 12 Design conforms to main windfoxce-resisting 12 IIM-6x6 Q 6.00 system and components and cladding criteria. 6.00 6.0" Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 4'-',( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, g101044.1M-5x6(S) Truss designed for wind loads M-1.5x3 in the plane of the truss only. 5 1\6-5X6(S) 0.25" rk*M-1.5x3 o 0.25" 4 @° M-3x6 3 M M-3x6 o 0 ��' - �- 131 mss=. _ . 0 12 a 0 a, �� 1' M-3x4 0 19 15 16 - 9 0 1 M-5x8 I M-5x8 M-4x8 0.25" -M-4x4 1 i 0 o 0M-5x6(S) M-1.5x3 4 3.75 )'12 y y * i > y ''- RROP.' . y 2- 3. 05-08 5-03 5-08-04 y 3-07-04 8-02-12 6-09-04 k b � NaiN,.. k:-.6, 4 1-00-05-08 10-09-08 20-09 1-00 34-00 y • : :897- 82-Pt r-. • JOB NAME : 3413-B POLYGON NW - C2-C . 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted '- pRECi©N(^�^'+ �+�. 1 This designis based only upon the parameters shown and Is for an Individual vy 1.Budder and erection contractor should be advised of all General Notes building component.Applicability t de parameters and TYllSS' C2-C and Warnings before construction commences. 'n aseroPP Mo design oe proper //�� ` corporation a component Is the responsibilityf the building designer. {�.� ^I R" :J 2 2x4 compress on web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at M - `� 3.Additional temporary bracing to insure stability during construction 7 o l and at 10 o.c.respectively unless braced throughout their length by / �s r1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. _ - SEQ.: K1561189 4.No load shout be applied to any component until alter all bracing and 4.Installation of buss Is the responsibility of the respective contractorfasteners are complete and at no hee should arry toads greater thanthan s.Dealgneaaueastnaaeaaretobeusedlnanon<arraeeeenaanmenl and are for dr,conation•of use. �,/ �j. �^s v�. �j(� ` TRANS ID' LINK design loads be applied to any component. 6.Design assumes full bearI gat all supports shown.Shim or wedge if EXPIRES 12/31/`+1 s.CompuTrus has no control over and assumes no responsibility mr me necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. so their center November 30,2015 8.This design is mmished subject to the limitations set forth by 8.Platnes s shall be located dl on bethenter k aces of truss,and placed TPIIWTCA In SCSI,copies of which will be furnished upon request. 9.Digits indicate size of plate in Inches. M)Tek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF hl&BTR SPACED 24.0" O.C. 1- 3=( 0) 50 0-11=(-389) 2154 10- 3-) 0) 209 WEBS: 2x4 KDDF STAND 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 3- 4=(-1999) 499 11-12=(-263) 1708 11- 9=( -98) 592 LOADING 4- 5=(-1644) 990 12-13=(-420) 2151 11- 5=(-179) 94 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-918) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1944) 994 6-12=( -98) 542 TOTAL LOAD = 92.0 PSF 7- 8=(-2528) 537 12- 7-(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x9 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 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" 2.97 KDDF ( 625) 34'- 0.0" -222/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate Corner - 1.75" !COND. 2: Design checked for net(-5 psf) uplift at 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 = -0.119" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T f f 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 T Wind: 140 mph, h=22.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, T f f Truss designed for wind loads 12 M-4x6 M-4x6 12 in the plane of the truss only. 6.00 9 M-5x4 6 Q 6.00 Mi M-3x4 M-3x4 3 7 11<j 0 M-110 11 12 13c8 �' M-4x9 .5x3 0.25" 0.25" M-1.5x3 .M-4x4 M-5x8(S) M-5x8(S) y o •Q'c) PR OFE l ,0 '' b ), 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 Ca .�`'cn / 1-00 \� , ., ('. 34-00 1-00 `96 782 P E JOB NAME : 3413-B POLYGON NW - C3 - �, Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noted: - AfiN. Truss: C3 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -v. 40`EGON '. and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown,. 2. Incorporation of component Is the responsibility of the building designer. e.7 3.Additional temporary bracing to Insure stability dung construction Design assumes the top and bottom chortle to be laterally braced at j(ati ��l tJ `E� is the respons blty of the erector.Addtional permanent bracng of 2oc.and at l0 o.c.respectively unless braced throughout their length by �T 1 7 DATE: 11/30/2015 the overall structure s the responsibility of the building designer. continuous0Impshginglor ltehebpcng required wheTshownor tlrywall(BC). R � f� 3.251mpact Drldging or lateral brepng required shown t♦ P 'i SEQ.: K1561190 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibinly of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for dry condition o use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing el an supports shown.Shim or wedge It EXPIRES: 12/31/2016/ 1/ 01 fabrication,handling,shipment and installation of components. necessary. 7.Designsshall beer adequate drainage is ptruss,d. and November 30,2015 6.This design Is 151,cop subject to the ll be furnished set forth by 8.Plates shell be located on both faces of truss,end placed so their center TFVWTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-Z 9.Digits indicate size of plate In Inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 KDDF STAND 3- 4-(-1944) 494 11-12=(-263) 1708 11- 4=) -98) 542 LOADING 4- 5=(-1699) 490 12-13=(-420) 2151 11- 5=(-179) 94 TC LATERAL SUPPORT <= 12"0C. 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"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=1-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13-) 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 5Q.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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX 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 1' ,. T .' Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, f f T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 M-3x4 M-4x6 Q 6.00 4 5 03 M. M-3x9 M-3x4 3 7 Mm, M o 6 0 1 ; 1R is 12 13 '7,,' 1 M-4x4 M-1105x3 0.25" 0.25" M-1.5x3 -M-4x4 I M-5x8(S) M-5x8(S) o .W. PR p:F * * * * * * c C' GCN 6> 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 l b .� �N Q_ 2g 1-00 34-00 1-00 841-782PE �.. JOB NAME : 3413-B POLYGON NW - C4 -/ Scale: 0.1852 . WARNINGS: GENERAL NOTES, unless otherwise noted: �O I Builder and erection contractor should Be advised of all General Notes I.This designs based only upon the parameters shown ands for an Individual �A OREGON O ate. Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper If�� ��( 2 2a4 compress on web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. �/�® -A.6.,�.,ar 3.Additional temporary bracing to Insure stability during construction 2.Design and at I 0.5.the respectively and bottom unlchoess brads o be laterally braced at TE 1'iS, a is the responsibility of erector.Additionalpermanentbracing of 2'o.c. at 117 o.c.respectively unless braced throughout their length by v spons tyo continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �7.� PAUL ' 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++ -W 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibikly of the respective contractor. SEQ. : K 15 61191 fasteners are complete end at no time should any mads greater man s.Desien essames trusses are m oe used m a non conoslva environment, TRANS I D' LINK design loads be applied to any component. Designand no dry hdI bearing use. J 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge i( -EXPI ES: 12/31 2016 spona y ry, EXPI J /GV fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9.Digits indicate size of plate in Inches. • MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For balm connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 34'- 0.0" LOAD DURATION INCREASE = 1.15 3-12=)DEC 2012 MAX MEMBER FORCES 9WR/ =1.00 BC: 2x4 KDDF #1&BTR 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 9=(-100) 628 LOADING 3- 9=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 19-10=(-660) 2140 13- 6=( 0) 241 BC LATERAL SUPPORT <= 12"01. UON. 4- 6=(-1973) 679 DL ON BOTTOM CHORD = 10.0 PSF 6-14=(-699) 260 TOTAL LOAD = 42.0 PSF 6- 8=(-1973) 690 8-19=( -88) 628 7- 8=( 0) 0 14- 9=(-173) 153 NOTE: 2x4 BRACING AT 24"0C UON. FOR 8- 9=(-2272) 738 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=( 0) 50 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS0SIZE SQ.IN.. (F ( 625) 0'- 0.0" -289/ 1542V -109/ TONS 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 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 11-11-11 9-02-10 f12-09-11 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 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, T T ,� 5-01-08 f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-00 f load duration factor=l.6, T 10-00 Truss designed for wind loads 12 5 7 f fin the plane of the truss only. 6.00 M-4x6 12 4 M-3x8 M-4x6 y 6 Q 6.00 WON M-1.5x3 3 + M-1.5x3 t M O • M o 12 z Io -M-4x4 M-3x8 13 14 - 1a' 0.25" M-3x8 _ 1r o M-5x6(S) -M-9x9 0 J' > y ED PROF 1-00 9-06-12 7-05-04 34-00 7-05-04 y 9-06-12 y y • �,�Co. W N 4.- cfj 1-00 • � JOB NAME : 3413-B POLYGON NW - C5 a9782PE Scale: 0.1852 W... WARNINGS: GENERAL NOTES, unless otherwise noted: / Truss: 05 Builder and erection contractor should be advised of all General Notes This designN based only upon the and Wemmgs before construction commences. building parameters met n and is for *`'EG �y� 2 2x4 compression g mu wmponant.Applicability of design parameter and proper eff G t7ll press on web bracing must be installed where shown+ incorporation of component r the responsibility of the balm ng designer. 'Va 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords to be laleralry braced at s the responsibility of the erector.Additional permanent bracing ! 2o.c.and at IS o. respectNery unless braced throughout their length � DATE: 11/30/2015 ng y � the overall structure is the responsibility 9 o continuous sheathing og ateh lasbracing plywood airedsheathing(TC)r Wer d aporia ty of the bulla ng tlesi3.In Impact el ng or lateral pen en contractor. BC). L SEQ.: K 15 61192 4.No load should be applied to any component until after al bracingand require where shown a R� fasteners are complete and at no time should anyloads h 4.Installation of truss is the are to a useilityd of the respective a environment,or. TRANS ID: LINK greater than D.Design assumes trussesare obeusedinanon<enosiveenvironment, design loads be applied to any component. and are for'dry condition"of use. 5.CoepuTrus has no control over and assumes no responsibility for the 6 6 nDe signa assumes Ml bearing at all supports show.Shim or wedge If febricatlon,handling,shipment and installation of components. ry' -EXPIRES: C\/p'p. �,y�J _� uy�J 8.This design is furnished subject to the limitations eat forth by T.Design assumes adequate drainage is provided. CA f R 2 G I TPNATCA in SCSI,copies ofwhkh will be furnished upon8.Pies csnaileeith Fein on both faces of truss,and placed so their center November 30,2015 request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 34'- 0.0" 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 LUMBER SPECIFICATIONS BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE C 1.15 BC: 2x9 KDDF #1&BTR 2- 3=(-2509) 644 11-12-(-534) 2521 11- 4=( -83) 628 SPACED 24.0" O.C. 3- 4-(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 5- 7=(-1973) 566 5-13=(-699) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 5-13=( 649) 228 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 B- 9=(-2509) 665 NOTE: 2X4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 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/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 HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 f T load duration factor-1.6, 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads 5-01-OS 4-10-03 7-00-05 T T T T T in the plane of the truss only. T T 10-00 T 4' 6 M-4x6 12 12 M-4x6 M-3x8 6.00 6.00 4 5 f IN M-1.5x3 M-1.5x3 re O ro oP p isro, mom i 9 1 1. .• 8 10.5" M-3x8 -M-4x9 1 PFl o M-4x4 M-3xM-5x6(S) ictv QF k� y y g G1N U/moi y yy 7-05-04 9-06-12 '6r"l -• ��f"!j 4'/ ', 9-06-12 7-05-04 y y 1 y 34-00 1-00 x9'782 E �.. 1-00 JOB NAME : 3413-B POLYGON NW - C6 . `,11111." ' . Scale: 0.1852 WARNINGS: GENERAL NOTES, unless sthervuiso noted: OREGON '� 1.This design a:based only upon the parameters shown and s for an indry dual • •-• T• ZQ Q' 1. and Warm sbeorsenBctiocontractor n comuld mences. of all General Notescomponent.buildingA icabl ides t ltd �f Truss C6 and Wam tis before cons mcl on cemmences incorpo fcom Applicability nsi parameters proper •` {' incorporation assn a component nl Is the m chords responsibility a the building designer. .� J �yl; • 2 2x4 cempression web bracing must be installed where shown+. 2 Design assumes the lop and bottom chords to be laterally braced a[ UL ` v 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 117 o c respectrvety unless braced throughout their length by A ua 1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I"A DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respect.contractor. SEQ.: K15 6119 3 fasteners are complete and at no see should any loads greater then 5.Design assumes trusses are to be used in a noncortosWe environment, and are for"dry condition"of use. EXP p v� TRANS ID: LINK design loads be applied toany component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EX RES 12/31/2016 • 5.eompaTruahas^o¢omrol over and sesames no responsibility forme necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x6 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) SPACED 24.0" O.C. 1- 2=( 0) 50 2-19=(-1532) 7788 3-19=( -78) 440 WEBS: 2x9 KDDF STAND 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 LOADING 3- 9=(-9058) 1848 15-16=(-1226) 6930 9-15=(-1792) 472 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-7212) 1474 17-16=( -508) 3480 15- 6=( -540) 996 TOTAL LOAD = 42.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -B38) 310 7- 9=(-3556) 646 16- 7=( -148) 1198 NOTE: 2x4 BRACING AT 24"0C DON. FOR 8- 9=( 0) 0 7-17=(-2470) 506 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 9-11=(-3926) 694 7-10=) -158) 1332 10-11=(-3926) 676 17-10=( -68) 382 ADDL: TC CONC LL+D1= 598.0 LBS @ 8'- 0.0" 11-12=(-9012) 688 10-18=( -114) 42 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" 12-13=( 0) 50 16-11=( -36) 134 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) /V\ 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" @@ HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" LOAD(S)EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" 7-11-11 Design conforms to main windforce-resisting 17-02-10 8-09-11 system and components and cladding criteria. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1 Olf-EAB2-042-11-10 3-06-10 T Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 f T f T T T T T T q load duration factor=Heights), l.6 Cat.2, Exp.B, Mweas(Dir), 8-00 End vertical(s) are exposed to wind, 1598# T Truss designed for wind loads 12 M-5x8 I in the plane of the truss only. 6.00 M-3x5 5• M-3x9 M-3x9 8 M-5x8 12 9 6 7 9 M-3x5 Q 6.00 % D M-1.5x3 .'�, 3 + M-1.5x3 1 r 0 a �` r+.ril c •I MN 1 ,� _ �ti,M i.I O :=, M- 14 15 16 'I/ or 1 8 I.,rl I 3x10 M-6x8 0.25" 17 1e 1` �3o M-3x8` N M-3x10 0 M-3x8 M-7x8(S) M-6x8 { {319 # G� ppnFC y J' Y y y ). f R.V C' 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y :KGs) �t�?(N 5� 1<0 k b 1-00 34-00 / 1-00 ',... ./OLP E p+ny® 8 t-•. JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1652 .•�/ WARNINGS: -ii ' \\11 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted: Truss: C7 endWarnngsbeforeconshucboncommences. 1.buildldesg Is basedonly lupon the parameters eelots nd is for an MNidual .•f1 OR EGC?N ^ 2 254 compression incorporation g component Applicability of design parameters and proper �� press on web bracing must be Installed where shown�, of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at ��*I,. .'l R J -1.,4i,- `t s the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o.c.respectively unless braced throughout their length by T � J V!- DATE: 11/30/2015 the overall structure is Nerespons responsibility of the building designer. continuous sheathing such as plywoogng(TC)and/or dryvall(BC). F� ,.S\ SEQ.: K15611GA 4.No mad should be applied to any3.Installat tion of bridging thterelprecngof required respreeheva+a PAUL ,✓t` component any until after all bracing and 4. of truss is the re to of the respective contractor. - -1,�I 1� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are be used In a noncorrosive environment, TRANS ID: LINK design mads be applied to any component. end are for"dry condition"Druse. 5.CompuTrus has no control over end assumes no responsibility for the B.Designecassumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment end installation of components. a ry' -EXPIRES C V Q'R C�^v; 12/31/2016 )J /+y�..�.�n 6.This design is furnished subject to the limitations set forth by 7 Design assumes adequate drainage Is provided. EXP REJ L/ /L V TPIWICA in SCSI,copies of which will be furnished upon request B.Piecoites ncide with ith jointn onbothtees of truss,and pieced so their center November 30,2015 ques lines with center lines. 9.Digits Indicate size of MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Eplatein inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC /D➢FR /Cq=1.00 TRUSS SPAN 8'- 0.0" 1201( 0) 50 BER=(ORC) 112 IBC 2012 MAX MEMBER FORCES 4W /DDF 0) 18 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x9 KDDF #1&BTR 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 SPACED 29.0" O.C. 3-9=( -19) 35 3-7=(-221) 69 WE: 2x4 KDDF STANTR WEBS: 254 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'•01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 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. 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" 9 -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" f ,(A 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" ,r f MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 ii o load duration factor=1.6, Truss designed for wind loads I in the plane of the truss only. o I M-3x9 OIL 7 o m o 1 1 2 6� M6-3x4 o M-3x4 M-3x5 )' 3-11-15 yy 1-08-05 2-03-12 y y y <�Ep P R QFFS 1-00 2-05-08 y 8-00 5-06-08 ,G� IN �- • • - (PROVIDE FULL BEARING;Jts:2,4,7 ¢�,g{--'7'8P-- -' ' .exp 3. -- /89 82 E r .. 14111 JOB NAME : 3413-B POLYGON NW - CJ2 scale: D.55D1 1?. OREGON Oso e GENERAL NOTES, unless otherwise noted WARNINGS: 1.ThIs designI based only upon the parameters shown and Is for an individual + 1! '� 4 �'--` 1 Builder and erector contractor should be ncesed of all General Notes building component.Applicability of design parameters and proper I Truss CJ2 and Wam ngs before construction commences. incorporation of components the responsibility of the building designer. k /� �� • 2.2x4 compression web bracing mull be metalled where shown n. 2.Design assumes the top and bottom chords to be bteraIN braced at l"' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 70'0.c.respedhely unless braced throughout(heir length by is the responsibility of the erector.Adtlltlanai permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structures the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown e n DATE: K 11/30/2015 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibily of the respective contractor. SEQ.: ID m°terersare complete and atnaIts houldany load greater man 6.anderDesigassumes lmcseeaofuse.to used na"°"`°"°eweem,r°nm°"` -EXPIRES: 12/31/2016 and are for-dry condition"of use. TRANS ID: LINK design bads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if November 30,2015 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. tl so their center 6.This design is furnished subject to the limdations set forth by H.Meesshl be coincide Boith jted on dt centerthllnes.ffaces of truss,and pace TM/YWCA in BCS(,copies of which will be famished upon request. g Digits indicate size of plate in Inches. MTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-191313(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 BC: 2x9 KDDF #1&BTR 1-2=1 0) 50 2-6=(-101) 239 6-5=( 0) 18 SPACED 24.0" O.G. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 WEBS: 2x9 KDDF STAND 3-9=( -50) 46 LOADING 3-7=(-983) 213 TC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" T 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" ''r1' i' TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed - 0.105" 12 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" 6.00 MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, M-9X6 I Truss designed for wind loads o in the plane of the truss only. 3 N ,...galiiiiiiii/1111 1101 14 I� 7 11. 1 c m ',f'ol M-3x9 o 0 1 2 M6-3x9 M-3x9 M-3x5 > b y b 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-08 yVQ P R OF 'PROVIDE FULL HEARING;Jts:2,4,7 rJ 4allY, (,:(Ne ,102 1-9782 PE mac.., JOB NAME : 3413-B POLYGON NW - CJ3 ISMIN Scale: 0.5126 .may / .J WARNINGS: GENERAL NOTES, unassotherwkenoted. Jr OR EGON '.• Truss: CJ3 1.Builder and erection contactor should be advised of allGeneral Notes This design is based only upon the parameters shown and is for an ndlidual .- .,...1 4,6 (J and Warnings before construction commences building component.Applicability of design parameters and propev4� '--\ ✓, J�� 2.204 compression web bracing must be installed where shown a incorporation of component k the responsibility of the building designer. iF�37. 3.Additional tempoary brat ng to insure stability during construct on 2 Desgn assumes the top and bottom chords to be laterally bacetl al �� `. is the responsibility of the ere dor insure stability al permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by 1 DATE: 11/30/2015 the overall structure Is the responsibilty of the building designer, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2v Impact bridging or lateral bracing required where shown a e SEQ.: K 15 6119 6 4.No load should be applied to any component until after all bracing and 4.Installation of Suss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��// :y/}) )pry/'� w TRANS ID: LINK design loads be applied to any component, and are for"dry condition'of use. EXPIRES: /Lf ��J2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Desigassumes full bearing at all supports shown.Shim or wedge it fabrication.handling,shipment and Installation of components. necessary. November 30,2015 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shag be located on both faces of truss,and placed so their center TPUWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 9.Digits indicate sac of pate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 RIDE #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 PSE' 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 POP 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. 0 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. 0 0 M O f 0 /- 1 2►� 4 o M-3x4 b y b - 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 - ..() PR9FE z 9'782PB t- JOB NAME : 3413-B POLYGON NW - CJ7 Scale: 0,5126 WARNINGS: GENERAL NOTES, unless otherwise note& " / (1 1 Builder and erection contractor should be advised of all General Notes 7 This design is based only upon the parameters shown and is for an individual IL r� Truss: CJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.2s4 compracc on web Gracing must be Installetl where shown+. corporation of component k the responsibility of the building designer. �iq A.6.,..- fj 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords Io be laterally braced at {"(t s the responsibility of the erector.Additional permanent bracing f 2 o.o.and at 10 o c.respectively ply oo sheathing(TC) Cid throughout they le ll th BC) (� V perms racrgo coo mous Sheathing such asply unless sbraced throughout t elr bn(BC). �� � `{�- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component un after aI bracing and 4 Instanation of truss s the responsibility of the respective convector. SEQ.: K 15 6119 7 fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for•tlry conation of use. EXPIRES.. c �7�)�]� /ry TRANS ID• LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if Ch[fIRLt: 1G/J1fGO1 S.CompuTms hes no control over and assumes no responsibility for the necessary. C hF- f>< a7 G J !G C� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the relations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of winch will be fumished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IRC./CompuTrns Software 7.6.6(tL)-E 10.For basic connector plate design values see EBR-1311,ESR-1908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LU: 2x9 KDDF CATIOR TRUSS SPAN 8'- 0.0•' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2 2012 MAX MEMBER FORCES39) 9 W-6-) 0) 18 BC; 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3=( 0) 50 6-8=1-291) 401 6-3=( 0) 18 2x9 KDDF ST6NDR A 3-3=(-127) 122 6-8=(-991) 803 3-8=( 0) 83 LOADING 4-5=(-110) 105 4-8=1-176) 156 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 4-5=( -10) 5 DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. 9-8=(-176) 156 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0•' 0 0 L0-TIONS REACTIONS REACTIONS SIZE SQ.IN. LL = 25 PSF Ground Snow (Pg) 0''- 0.0" -80/ 473V -54/ 199ri 5.50" 0.76 KDDFP(C625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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" 2-03-12 0-01-12MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,15-06-08 MAX LL DEFL = 0.046" @ 2'- 4,7" Allowed = 0.354" -r'.1 MAX TL CREEP DEFL = -0.070" @ 2'- 9.7" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.029" M-1.5x3 @ 7'- 8.2" 12 S MAX HOAIZ. TL DEFL = 0.036" @ 7'_ g.2" 6.00 p 9 .i.m••••i•i•ii••n•mm••i• l.I.i.lIll.lIlMlII.Mlm.•••mi.••.••..•m•m•m•mmmmmmm. _ 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.B, MWFRS(Dir), load duration factor=1.6, ti Truss designed for wind loads in the plane of the truss only. 0 M-9x6 rn 3 INSI _Aiiiiillitign i on o f- 1,T ea-m� o M-3x4 2 � i o M=3x9 0 M-3x9 M-3x5 1 y 2-03-12 5-02-12 y y y y0-05-08 y y • 1-00 2-05-08 8-00 5-06-08 1,9%0 PROF aFF &9 82PEc`" JOB NAME : 3413-B POLYGON NW - CJ8 Scale: 0.4751 WARNINGS: �^� Truss: CJ8 WARNINGS: and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted pIf OREGON h antl Warnings before construction commences. 1 buddingThidesign is based only upon the parameters parameters and isforindividual 4 2.2x4 compression component Applicability of design proper x presslan web bracing must be InstaNed where shown♦ poral on of component Is the responsibility of me building designer. j,�l 1 2 V. O.Additional temporary bracing tonsure stabdfy during constructor 2.2 0.0.assumes the top and bottom chords m be throughoutaterally braced al !! t DATE: 11/30/2015 is the responsibility of the Gregor.Additional permanent bracing o/ 2oc.and at10oc.such as unless braced their length by '1;91' `V the overall structure is the responsibility of the building designer. 20continubedgis gothing latehaeaywortl required here s and/orown.J tlryv211(BC). _�L SEQ.: Ki5 6119 8 4.No load should be applied to any component until after all bracingand 3.In Impactbntlging or lateral rbracingesponsibility where shown t contractor. fasteners are complete and at no nee should an loads 4.Design as uom estrutrsusses is esre to u o(tha respective nviron TRANS ID: LINK design loads be arched to any com t. y greater man s.Desienaaaumeslusaesare obeusetl nanon<ormaiweenwimnmem, 5.CompuTrus has no control over aMaswmes no re and are for•dry condition-of use. �/ �j. mar .T I'})Y�.} 20 spponenity hr the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:�7. t L/�7 I J-G�,)�� fabrication,handling,shipment and installation of components. necessary. November 30,2015 6.This design is furnished subject to the limitations set forth by T.Design assumes adequate drainage is provided. TPEWTCA in SCSI,copies of which will be furnished upon request. 8.Piec coincide be hjn on efaces of truss,and placed so their center lines colndde with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-Z B.Digits indicate size of plate in inches. 10.For bask connector plate design values see E5R-1311,E5R-1008(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI WR/DD MEMBER FORCES 9MAX /Cq=1.00 TRUSS SPAN 8'- 0.0" IBC 2012 1-2=(0) 50 WR/DDj 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(0) 61 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON INP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF 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 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'- 4.6" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.00 17' Wind: 140 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3 o o I o f �` 1 I o M-3x4 J, b y 8 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 -00 -ca p R Op--- - e9'782PE t" JOB NAME : 3413-B POLYGON NW - J1 Scale: 0.6001 �� / NM GENERAL NOTES, unless otherwise noted: 4q C1RE. ... � . WARNINGS: t This designs based only upon the parameters shown and Is for an Individual ` 1.BuilderWarnings erection construction uctsnco beadvised of all General Notes building component Applicability of design parameters and proper 9,4 ,q RY .. Truss J1 and comnessbefwecbracing must be incorporationesignof component rethemchods to oftheaIR gdesigner. ' 1 7 2 2x4 compression web bracing mud be insiaped where shown ti p,Design assumes the top and bottom unless braced to be laterally braced at ,\v 3.Additional temporary bracing to insure stability during permanent bracing o 2'o.c.and at 10'0.0.respectively punless throughout their length by PAUL J�1 i L tr is the responsibility of the erector.Additional badW of continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). y'{-l„1 the overall structure Is Co responsibility of the building designer. 3.2w Impact bridging or lateral bracing required where shown++ DATE• 11/30/2 015 4 No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. K15 Cl 01 asteners are comple a end al no time should any loads greater than 6.Design assumes trusses are to be used Ina non'uorrodve environment, SES•: and are for'Wry condition..afuse. EXPIRES: 12/31/2016 design loads be applied to any component. 6.Design assumes full bearing al all supports shown.Shim or wedge N TRANS ID: LINK s.compllon,hhas naconholover and assumes narespocoronryrorme Design November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set lent by 8.Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. TPIMRCA in BCS(,copies of which will be furnished upon request. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICortlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF #1&BTR TRUSS SPAN g'_ 0.D.. BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER 1-2= FORCES 2-4=)S F/Cq=1.00 SPACED 29.0" D.C. 1-2=( 0) 50 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-59) 61 BC LATERAL SUPPORT <= 12"00. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF 0'- 0 BEARING MAX VERT MAX BRG REQUIRED BRG AREA 0.5" LOCATIONS 0 REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 3/ 357V -14/ 77H 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. !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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.D" 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 = 0.967" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N M o f T rgi 0 2� M-3x9 ill.---" Cl 1 y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 y ti�Vq pR afF JOB NAME : 3413-B POLYGON NW - J2 • ���$ � Scale: 0.5751 AMP �• WARNINGS: GENERAL NOTES, r N. Truss J2 Builder and erection contractor should be advised of all General Notes unless othewss noted -, and Warnings construction commences. 1.This design is based only upon theeparameters shown and is for an intlry dual .'�dy 2.254 compression web bracing must be installed where shown 4. building incecomponent.Applicability ft of design parameters and proper ••A [ E�©N 3.Additional lain 2 Design of component is the responsibility of the bulking designer. f lT temporary bracing to insure stability during construction sumac me top and bottom chords to be laterally braced at r•CT DATE: 11/30/2015 is the responsibility of the erector.Additional permanent bracing of 2oc and at 1C/oc.respectively unless braced throughout their length by4.P 1 � the overall structure s the responsibility of the building designer. continuous sheathing such es plywoodrequired sheathing(TC)and/or drywall(BC). `� SEQ.: K 15 6I 2 0 2 4.No bad should be applied to any component until after all bracing 3.2x Impact bridging or lateral bracing where shown++ 111 PAUL 1 fasteners ere complete and al no time should an loads entl 4 Installation of truss Is the responsibility of the respective contractor. TRANS I D: LINK design bads be applied to any tom Y greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ponenl. and are for dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If �/ p. �+r I�J ) (� fabrication,handing,shpment tothellimnd itain of components. necessary. EXPIRES: �Ll �j- v��f' 8.This design s furnished subject the limitations set forth by 7.Design assumes adequate drainage is provided. TPIIWrCA in SCSI,copies of which will be furnished upon8.Plates incl)be located on both faces of truss,and placed so their center November 30,2015 request.• lines coincide with joint center lines. 7.6,6(1 L)-E 9.Diggs Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI WR/GD F/Cq=1.00 TRUSS SPAN 8'- 0.3" IBC 2012 MAX MEMBER FORCES 1BER( 0) 50 9WR2-4/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-90) 53 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. BC: 2x9 KDDF#1&OTR TC LATERAL SUPPORT <= 12"OC. UON. LOADINGLL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 821 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 5-11-11 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10. f 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. 0 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 in M i ''41. � 2► � 1 o M-3x4 y PR 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 �--8 -782- --'-- i E. c• JOB NAME : 3413-B POLYGON NW - J3 / ...,e. . • Scale: 0.5501 t/ OREGON GENERAL NOTES, unless otherwise noted: '4,,,,/f . h� �. WARNINGS: I.This design Is based ony upon the parameters mown and is for an individual V 1.and n(der ruin erection contractor should be advised of all General Notes building component Applicability or design parameters and proper �4^ ; Truss' J3 294Wamessionorecenaingmucommence�. Incorporation of components the responsibility ofthe building designer. �'qR v," 2.2a4 compression web bracing must he installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ` 3.Additional temporary bracing to insure stability during constructlon 2'0.0.and at IPo.c.respectively unless braced throughout their length by . j AUL + 1 is the responsibility of the erector.Atlditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -�.I L. llstructure Is the responsibility of the building designer. 3.9t Impact bridging or lateral bracing required where shown e 0 DATE: 11/30/2015 the overa4.Installation of truss s the responsib lty of the respecihe contractor. SEQ.: K 15 612 0 3 4.No load should be applied to any componentuntil lead al sate lie and S.Design assumes trusses are to be used In noncorrosive environment, fasteners are complete and at no time should any toads greater man and are for"dry condition"of use. EXP�RES; 12/31/2016design loads be applied to any component. 6.Design assumes MI bearing at all supports shown.Shim or wedge N TRANS I D: LINK 5.Compurras has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided.tl dso,hek ashler November 30,2015 6.This design Is furnished subject to the limitations set forth by 8 Plates sindda with joint centerall be located onhllfa s.of truss,an place TPIM?Cp In BCS(,copies of which will be furnished upon request. g Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTtus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF C1TIOR TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 50 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-127) 92 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING DL ON BOTTOM CHORD = 10.0 PSF MAX VERT ETIOZ SI6 REQUIRED SPG AREA) OVERHANGS: 12.0" 0.0" LOCATION$ /ACTIONS REACTIONS 5I5E 0.77 F ( 625) TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 980V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "no 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 = 0.544" 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" 2 3 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 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. o f- - ----- Wind: . 11q 1 M-3x4 1 y 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 8-00 y %' • e9'782PE �61 JOB NAME : 3413-B POLYGON NW - J4 Scale: 0.5126 • WARNINGS: GENERAL NOTES, unless otherwise notetl / �. Truss J4 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands Mr an indrydual 0REGO/�r' +� • and Wamings before construction commences. building component.Applicability of design parameters and prom „. C1.7 IV 2.2x4 compression web bracing must be n51 Ued where shown+ orporatbn or component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during constructor 2 Design assumese s.top and bottom chords to be laterally braced al ///��� pty { 2o.c.and at 70'o.c.respectively DATE• 11/30/2015 is the responsibility of the erector.Additional permanent bracing or unless braced throughout their length by _1 _ • the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc). I� ' `V 4.No load should be applied m any 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K1561204 ppIIe y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for d y condition.of see. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shove.Shim or wedge if fabrication,handling,shipment and installation of components EXPIRES:.�ryJ.a��� �. 8.This design is furnished subject to the limitations sat forth by T.Design assumes adequate both d rainage is provided. 212/J TPWIRCA n SCSI,copies of which will be furnished u 8.Pies coites ncide be with join on teth mcesot truss,and placed so their center November 30,2015 pun request. lines coincide with Joint center lines. B.Digits indicate size of plate in inches. Mrrek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MTek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-5=(0) 0 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 3-3=(-199) 126 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3-( -99) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0'• 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF 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 - 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL - -0.199" @ 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" �� Design conforms to main windforce-resisting 12 I system and components and cladding criteria. 6.00 3 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 U) rn o f o /- 0 2 5 ' ! 0 M-3x9 y y y I y • •2YX: �Ep P RQFE. 1_00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3, 1-11-11 � ctN-k /0- t a9'782PE r-.. JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.4500 '� - IV WARNINGS: GENERAL NOTES, unless otherwise noted: .#� OREGON � . 1 Builder and erection contractor should be advised of all General Notes 1.This design Is baud only upon the parameters shown and Is for an individual F/�.+. (.15:, �'" Truss J5 and Warnings before construction commenua. building component.Applicabilyofdesign parameters and proper M v incorporation of components the responsbnldy of the building designer. ,� <! ^� 2.2v4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at /�. -! `� 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10 o.c.respectNey unless braced throughout their length by ,` PAUL. �.y is the responsibiliy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). DATE: 11/30/2015 the overall structure is the responsiblNy of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of(nice Is the responsibility of the respective contractor. • SEQ.: K 15 612 0 5 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used.n a non-corrosive environment, and are for"dry condition"of use. EXPIRES-. )s�_ I + TRANS ID• LINK design loads beapplied toany componen 6.Design assumes full bearing at all supports shown.Shim orwedge f EXPIRE • 1 /31/2'016 S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 O.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed as their center TPUWrCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Sighs indicate size of plate in inches. MTek USA,Ino./CompuTmS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-5-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -95/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -209/ 468V 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 RODE ( 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.D" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -V Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. cr0 M O 12.8114 5�� -/ o M-3x4 y 1-00 y 8-00 y 3-11-11 y .c ` '1 (PROVIDE FULL BEARING;Jts:2,5,3,4 I V'- F'�'� psi 0...p4t e9782PE 1". JOB NAME : 3413-B POLYGON NW - J6 .a► Scale: 0.3858 / GENERAL NOTES, unless otherwise noted: / MIMI WARNINGS: R G w s, 1.andBuilderWarn erection contaUoronshould comm nces. of all General Notes 1.This buidelding co is based pplnly upon oaboy e of regn par shown and Is for an Individual A OREGON El.7 111 Q �. Truss: J6 and Warnings before oontwct on commences. balding component.AVW tabarty or cies en parameters and Draper G6s �/t� • 2.2x4 compress on web bracing must be nstalled where shown« mwrporatbn of component s the responabllM of the build ng des goer. 'fT�_V4/;114. eq f �. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords lobe throughoutaterally braced at 77 • 1e''11 R 'r:i NA Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced their length by rfir ` DATE: 11/30/2011 the the Is the responsibility ofthe permanent for continuous sheathing such as plywood ng(TC)and/or tlryvrall(BC). P-%.JI Vt overall aponsi ty g designer. 3.2x Impact bridging or lateral bracing required where shown++ �^'S-1.J lam. SEQ.: K1561206 4.No load should beappliedtoany component until after all braclegand Installation oftruss Isthherrspo ibilllitydInety of erespecttivec environment. 5.Design fasteners are complete and at no time should any loads greater than assumes TRANS ID: LINK design mads be applied to any component. 6 Desare rerortlrycondition. goo ermf ut ailw supports trocar.She or wedge 5.CompuTrus has no control over and assumes no responsibility for the S assumes bearing ppo a EXPIRES; 12/61/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and planed so their center TPLWTCA in SCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CcmpaTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see 656-1311.ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #105TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 435 7- B=(-323) 1567 7- 4=(-67) BO WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1572) 413 B- 5-(-317) 1575 4- 8-( 0) 296 LL = 25 PSF Ground Snow (Pg) 9- 5=(-1891) 933 TC LATERAL SUPPORT <- 12"OC. UON. TO 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. TO UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 8'- 0.0" TO 19'- 0.0" V BC UNIF LL( 0.0)+DL( 90.0)= 90.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 CON. 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/ 5211 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ B'- 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing.BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.659" 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. 1' $320# $320# "� 12 12 Wind: 190 mph, h=1500, TCDL-4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ill : 9 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M © M O Ti:,T 0 1 7 B �i6 6 o M-3x9 M-3x9 M-1.5x3 M-3x4 0 y y b y 5-08-08 2-08-12 5-06-12 J‘ y yy 'l-00 14-00 1-00 � � IdSN-, � �� a9782PE 1--, JOB NAME : 3413-B POLYGON NW - P1 r Scale: 0.3991 ,_/ WARNINGS: GENERAL NOTES, unless otherwise noted p., �'A se'{ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for en individual - ' _ OREGON Truss: P1 and Warnings before construction commences. bolding component.Applicability of design parameters and proper Q T. 2.2x4 compress on web bracing must be installed where shown+. incorporation of component d the responsibility of the building designer. 4T rr 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al '1'4$---_' R J 2 �J c the responsibility of the erector.Additional permanent bracing of 2'o c and at l0'o.c.respectively as ply unless braced throughout then length by . 0 DATE: 11/30/2015 the overall structure Is the responsibilitythe des continuous sheathing such l b plywood required be re s 055and/sr arywan(Bc). +.i o building titter. 3.In Impact bridging or lateral bracing where shown++ V SEQ.. 15 612 07 4.No load should be applied to any component until after all bracing and 4.Inatalletion of hues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS I D: LINK design bads be applied b any component. and are for andaion°of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.Design assumes Nllbearing taleupporhshoen.Shim wedge If EXPIRES. 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,IRC./CompuTnts Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,EBR-7988(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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91&13TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 WEBS: 2x4 KDDF STAND 2-3=(-705) 133 6-9=(-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. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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/ 702V 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 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/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 - 0.002" @ 15'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.049" @ 3'- 8.7" Allowed = 0.970" 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 6.00 IIM-4x4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 .F�I' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1.1 M IN O 0 14 0 6 -4 5 o 0 cs M-3x9 M-3 x4 M-1.5x3 0 )' b i' 7-00 7-00 R 1-�p/� y 1-00 y 14-00 y 1-00 y • ,ttJ PRQFjC t'' :9782PE JOB NAME : 3413-B POLYGON NW - P2 • Scale: 0.3991 WARNINGS: GENERAL NOTES, unless otherwise noted' 411.. Truss P2 1.Builder and erection contractor should beadvised ofall General Notes 1.This design sbased only upon the parametersshown and isfor an individual -77 •`EGON 4^ and Warnings before construction commences building component.Applicability of design parameters and proper T. 2.2x4 compression web bracing must be nataII d where shown+. ncorporotion of component lathe responsibility of Me building designer. 3.Additional temporary bracing to insure stability dur ng construction 2.Design assumes the top and bottom chords to be laterally braced at � ,�b �;r. -_ is the responsibility of the erector.Additional permanent bracing of continuous and at ip o.c respectively as ply unless braced throughout their length by r� �\ jt DATE: 11/30/2015 meoweranstmdareameresoneb1contnoussheathingsuchasplywoodaneathng(TC)and/ordrywu8(Bc). p i responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦♦ L J SEQ.: K 15 612 0 8 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied b any component and are fordry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all suppoda shown.Shim or wedge if -EXPIRES: IR / 1/ 0 fabrication,handling,shipment and installation of components. necessity. 6.This design rs furnished subject to the limitations set forth by 8.Design haeamelca adequate drainage facis truss, andd. 30,2015 8.Plates shall be located on both faces of truss, placed so their anter TPNMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,IDC./CofnpuTrus Software 7.6.7(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1088(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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 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 BAG 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/ OH 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 floc 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 • l MAX HORIZ. LL DEFL _ 6'-'� MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 Q 6.00 1 M-1.5x3 f 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, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rh 0 M co f 5-m 3 9 0l M-1.5x3 M-3x4 b i' .1' 0-05-12 6-00-04 J.- y y ti PRO c 6-06 1-00 G��D r R tc,to- CilNE-'6' /% 89'782 P E JOB NAME : 3413-B POLYGON NW - P3 `/ • Scale: 0.5233 / /'` •• • WARNINGS: GENERAL NOTES, unless otherwise noted !'" ` � ' 1 Builder and erection contractor should be advised of all General Notes 1.This designs based only upon to parameters shown and s for an Individual • •7 OREGON .' �. Truss: 03 and Warnings before construction commences. building component Applicability of design parameters and proper Ff 2 2x4 compress on web bracing must be InSI II d where shown+. incorporation of component is the responsibility of the bulk rg designer. .'7,4...i.-GSI fi ,{$.;f I',�/„ 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chortle to be throughouty braced atS 5, is the res bllof the erector.Additional [bract f 2 n.c.and at l0 o.c.rsuch as ly unless braced their length by �], pons) ry permanent ng o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � RA.UL %..-'.-.'.' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '' SEQ.: K 15 612 0 9 fasteners are complete and at no 5me should any mads greater than 5.Design assumes trusses are to be used m a non-corrosive environment. TRANS ID: LINK design mads be applied to any component. and are asor sumdryes full of use. C CompuTms has no control over and assumes no re bili[for the 6.Design assumes full bearing et all supports shown.Shim or wedge if -EXPIRE'[*: 12/31/2016 sponsi y ,y, EXPIRES:�7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shaA be located on both faces of truss,and placed so their center TPIONTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IncJCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 50 2-9=(0) 0 2-3-(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) TOTAL LOAD = 42.0 PSF 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 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 "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" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" ,( MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed - 0.145" T MAX BC PANEL LL DEFL - 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed - 0.333" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads '' in the plane of the truss only. 0 c, I O P .01/1111111111111111111111111111111111111111111111111111111 v, O i2 1.1.-.2=4/19 4 M-3x4 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y "�. .,�DPRQF - < :� cN, e , , ` ' :9782PE JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noteed Truss: PJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for en lndtduel 'j' OREGON t((�. and Warnings be fore construction commences. building component.Applicability of design parameters and proper 7A-OREGON 2.2x4 compress on web bracing must be installed where shown♦ Incorporation of components the responsibility of the bolding designer. `/f' (j� - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at • "� �®.kms„ ✓ �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 0.0.respectively unless braced throughout thee length by /- TT 7 DATE: 11/30/2015 the overall structures the responsibility of the building designer. To sheathing laterlbh as alywgre aired 6cr.hown*.rywnll(BC). Y� �� SEQ,• K15C1210 4.No bad should be applied to any3.2x Impactbridging or lateral bracing required where shown a component until after all bracing and 4.Design Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Desiassumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition"Druse. 5.CompuTrus has no control over and assumes no responsibility for the 6 nDecessaesign 'somas loll bearing at all supports shown.Shim or wedge If c�/p p.Cc 12/31/2016 Ir�)/� //� �a� fabrication,handling,shipment and Installation of components. ry' CA T- 1ZG�7. I L/J17'G�1 V 6.This design is mrnished subject to the limitations set font by 7.Platshall ed on eth drainage iepruss, November 30,2015 �7 L�7 /EV LJ TPIIWTEA In SCSI,copies of which will be furnished uponB.Plates:not be boated oe both faces of truss,and placed so their center request. lines coincide with joint center lines. MTek USA,Inc./Compares SoftWBre 7.6.7(1 L)-E 9.Digits indicate size of plate In inches. 10.For basis connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 50 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 4B TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (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 RODE ( 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=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TC PANEL LL DEFL - 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 / MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed - 0.333" MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" 6.00 V Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat-2, Exp-B, MWFRS(Dir), 0 load duration factor=1-6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only- o N M /I- , 1/1111111"/1 , l 2►/ 1111114 mr M-3x4 l b )' 1-00 6-00 `PROVIDE FULL BEARING;Jts:2,3,4 *t9 P R orE • ,a� k- k / „ . . - - ms 89182PE r"° JOB NAME : 3413-B POLYGON NW - PJ2 • • =� Scale: 0.6146 " WARNINGS: GENERAL NOTES, unless otherwise noted: C3REGDN 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss• PJ2 and Warnings before construction commences. building component Applicability of design parameters and proper Gq (J� • 2.204 compression web bracing must be installed where shown+, incorporation of component n:the responsibility of the building designer. '1iiy:A `c7 Y4- 2.Oebottom chords to be laterally braced M N stgn assumes the top and bo 3.Additional temporary bracing to insure stabildy during construction2'o.c a.at 10 o.c.respectively unless braced throughout their length by wo �i is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '+ P LJL DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEK1561211 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• selene s are complete and at no oma should any loads greater than 5.Design assumes trusses are to be used in a non<orrosive environment, design loads be applied to any component. and are for•e full bead g use. q��) I'�/� TRANS ID LINK 6.Design assumes ull beatlng at all supportsshown.Shim or wedge If -EXPIRES. 1L/3fi/GV1.6 • 5.CompuTrus has no control over and assumes no responsibility for the necessary, EXPIRES-. L J fabrication,handling.shipment and installation of components. 7:Design assumes adequate drainage is provided. November 30,2015 I.This design is mmished subject to the limitations set forth by e.Plates shat be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. 9.linescoincide oinlcade with size oint tica to Inter nches. nes MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF C 1 TIOR TRUSS SPAN 6'- 0.0" BC: 2x4 REEF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX ME -2= FOR) O 02-4=D0q=1.00 SPACED 29.0" O.C. 2-3=( 7)) 5 50 2-4=(0D) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3-(-97) 97 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" p,p�� DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG TOTAL LOAD = 10.0 PSF LOCATIONS REACTIONSREQUIRED SPG ES 0'- 0.0" REACTIONS 5I5E 0.64 (SPECIES)F ( 6 -96/ 902V -20/ 99H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net 5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 T MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=l5ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn ca O "- 1 2�� M-3x9 y y 1-00 6-00 )' (PROVIDE FULL BEARING;Jts:2,9,3 QED PROFF JOB NAME : 3413-B POLYGON NW - PJ3 2-9782• PE Scale: 0.5762 /��• WARNINGS: /T Truss PJ3 1.Builder and erection contractor should be advised of all General Notes GENERAL design NOTES, unless upo the parameters / and Warnings before construction commences. 1.Thislig co Abased�ptybntho paregn par meter and storm ndly dual . z.2z4 corn building component.Applicabilitylith or design parameters and proper E la©I V ^11 pression web bracing must be installed where shown+ cofporehon o!component Is the respo�lslbiNy of the bulltl ng tleslgner. y 3.Additional temporary breung to Insure stability during consiruGbn 2.Des tin assumes the krp end bottom chorda to bekteralh/braced at �f1 DATE: 11�30�201$ is the responelblty of the erector.Additional permanent bracing of Yoc.and at 70 o.c.respectively unless braced throughout their length by 7 i the overall structure Is the responsibiNty of the building designer. 2x Imp continuous sheathing suchlateral b acing required e uir a where h wn n orywall(BC). j7' ��-V"= SEQ.: K I rJ 6I 2 12 4.No load should be applied to any component until after aN bracing 3.rax Impactn of truss ru s bracing ry of the where tivewo l a Rl x fasteners are complete and at no time should anyloads g and 4 DesigInstallanassumes is the re to a use of the respective contractor. R 71=. TRANS ID: LINK greater s. huaseaare tube used In a nonconoI eemironment design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ce�ry' EXPIRES: �'� 12/31/2016 �J 6.This design Is Nm shed subject to the limitations set forth by 7.Design assumes adequate drainage Is provided, /31� !'N 1'G€ TPIMTCA In SCSI,copes of which will be fueished upon request. 8.Plates mail a locatedjoion beth faces of truss.and placed so their center November 30,2015 VV 1 V linea coincide with)Dint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate ede of plate In inches. ID For basic connector plate design values see ESR-1311,ESR-7988(MITek) This FIC designLUMBER-BC prepared from computer input by PACI WR/DD F/Cq=1.00 TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 1BER( R) S0 9wR/DSj 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-50) 15 TC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. BC: 2x4 ROOF #1&BTR O LOADING BEARING MAX VERT MAX HORZ BRG BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF BC LATERAL SUPPORT <= 12"O1. UON. DL ON BOTTOM CHORD - 10.0 PSF LEARINGS REACVIRTS ME RZS SIZE RE REQUIREDI. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -6B/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.001" @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.50 Design conforms to main windforce-resisting system and components and cladding criteria. 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, Truss designed for wind loads in the plane of the truss only. 3 � 0 o rl I of f 2� 9 O M-3x9 y y y 1-00 2-00 (PROVIDE FULL BEARING;Sts:2,9,3 1 V PR/.. �( V � c.... • , .o • :9782PE - JOB NAME : 3413-B POLYGON NW - S J1 Scale: 0.6957 ./ / GENERAL NOTES, unless otherwise noted c� ©fRENON onto.Q,. WARNINGS: the t h and is for an Individual IAV A 1.Builder and erection contractor should be advised of all General Notes 1.This design is basad only upon parameters own a _V balding component.Applicability of design parameters and prope ., �.: T Tu s s' S Jl and Warnings before construction commences. incorporation of component is the responsibility of the bulking designer. 2 2x4 compression web bracing must be Installed where shown i. 2.Design assumes the top and bottom chords to be laterally braced al v �` 3.Additional temporary bracing to insure stability during construction 2'0.0.end at 10'o.c.recpestsely unless braced throughout their length by r, PAUL Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). L. 3.2x Impact bridging or lateral bracing required where shown.. DATE' 11/30/2U15 the loverall oad b resits responsibilitynfthebolding designer. 4.Installation of truss is the responsibility of the respective contractor. Kl rJ 612 14 4.No goad should be applied to any component until ager all bracing and 5.Design assumes trusses are to be used In a non<orresive environment, d y�/ SEQ.: fasteners are complete and at no time should any loads greater than and are or"dry condition.'of use. EXPIRES: IrG/3=1 f1 design loads be applied to any component. 6.Design assumes full bearing at at supports shown.Shim or wedge If G J I TRANS ID: LINK 5. 6 fabrication, has Mcenip over ntaandinssumes no ionofc compobilitynents. or the DesignNovember 30,2015 fabsceti ig,4 furnished shipment to he limitatio s compoh by 7.DeFlareseUassumesb blocated adequate drainagePisprovided.tss,and so their center 6.This design rs furnished subjeG to the limitations set forth by e.Plates shall be located on both feces of(mss,and placed TPEWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,lnc./CompUTruS Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- D.0" IBC 2012 MAX MEMBER FORCES 4WR/DD F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(E) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -24/ 96V 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 "oc spacing. g ,r 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 TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.195" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 -/ '' o ti 11111 ra I al o i3 --f EM M-3x4 b y 2-00 rROVIDE FULL BEARING;Jts:1,3,2 :9782PE fir'"' JOB NAME : 3 413-B POLYGON NW - S J1X Scale: 0.7401lir WARNINGS: GENERAL NOTES, unless otherwise noted y:_ Truss: SJ1X 1.Builder and erection contractor should beadvised ofail General Notes 1.This design is based only upon the parameters shown and Is fon an Individual OREGON 's, and Wammgs before construction commences building component Applicability of design parameters and proper Q 2.la4 compression web bracing must be installed where shown+. incorporation of components the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the rap and bottom unless braced to be laterally braced at 'VA"- � t,+.- ,t h� �_ is me responsibility 0 the erector.Additional permanent bracing of 2 o c.and at 10'o c respectsety unless braced throughout their length by T i r _ y' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuoussheathingsucherlas bacing re aye where shown 0tlrywall(BC). V 3.2s Impact bridging or lateral bracing required where ++ -1 SEQ.: K1561215 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater mnon- corrosive 5.Design assumes trusses ere to be used in a nonorrosive environment, . TRANS ID: LINK design loads be applied to any component. am are for"dry condition"oruse. 5.CompuTms has no control over and assumes no responsibility for the B.Design assumes NII bearing at all supports shown.Shim or wedge If y�/ pp �cv .r f� 17/T fabrication,handling,shipment and installation of components. "y EXPIRES-. I iG� `i lG lJ-I ` 8.This design Is famished subject to the limiationsset forth by T.Designlatesshallaabelcedoneothlfaosge oftoeis.an ded. November 30,2015 e.Plates be located on both faces cirques.and placed so their center TPIANTCA In BCSI,copies of which will be famished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Compares Software 7.6.6(1 L)-E 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see EBR-1311,ESR-1 BOO(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 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 O'- 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 (P9) 3'- 11.7" -44/ 94V 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR 10PSF 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 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" '' 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, o Truss designed for wind loads i in the plane of the truss only. co M /- o 2 P41..1... 014 c. M-3x4 1 1' I I 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 t.p PROF :9782PE F1-- JOB NAME : 3413-B POLYGON NW - S J2 • Scale: 0.7890 ' WARNINGS: GENERAL NOTES, unless otherwisenotetl • -f OREGON Q, 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for an Indlvdual Q^ I Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper f. q, �y� 2 2x4 compression web bracing must be installed where shown 4. Design a incorporation of the top s the responsibility of the building designer. Lf y� A.$,,,,_.i •, 3.Addle onal temporary bracing to insure b stability during construction shown ion 2 Design assumes the top and bottom chorda to be laterally braced at '� _r' • ��a' s the responsibility f the erector.Additional rmanent bracing f T o.c.and at oe oil.respectively unless braced throughout their length by pons lily o Da g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Aj i L.-,,,A is DATE: 11/30/2015 the overall structure Is the responsibility clone building designer. 3.2x Impact bridging or lateral bracing required where shown s* • i'/ SE K15 6121 6 4.No mad should be applied to any component until after all bracing and 4.Installation oftruss sthhe respare onsibility sibe ityya m h non-corrosive hive c t or.nem, Q• fasteners are complete and at no time should any loads greeter than and are for-dry condition'of use. TRANS I D• LINK design bads be applied to any component. O.Design assumes full bearing at all supports shown.Shim or wedge If • 5.CompuTmshas nocontrol over and assumes noresponsibility for the assn,. EXPIRES: 1213112016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss.and placed so their center TPINWCA in SCSI.copies of which will be furnished upon request. Riess coincide lith(0111 centiner li . g MiTek USA,Int./CompoTnls Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) • This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF CATION TRUSS SPAN 3'- 11.7" BC: 2x9 KDDF #1GBTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 SPACED 29.0" 0.C. 1-2=(-64) 30 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF MAX VERT MAX HORZ BRG REQUIRED SRI AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. IES) 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF PE(C625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 12 3'- 11.7" -46/ 96V 0/ SH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 2 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting ir -/ system and components and cladding criteria. 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 cu fh ..'- o O rajo o o ► 3' -/ 14-3x4 )' 1 l 2-00 1-11-11 .i-6, ! PRorir 'PROVIDE FULL BEARING:Jts:1,3,2 I f/,.��' • iN f�{ ,+'1/0 �! !V v JOB NAME : 3413-B POLYGON NW - SJ2X 49782P Scale: 0.8965 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: SJ2X Builder and erection contractor should be advised of all General Notes This design is based only upon the and Warnings before construction commences building parameters gparameters and is forop an Individual �ry.� �A 1 � 2 2x4 compression cemponent.Applicability of design para meterc and proper Il 'V presswn we0 bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. Q 3.Additional temporary breang to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 Is the responsibility of the erector.Additional permanent bracing of 7 o c.and at 10 o.c.respectively unless braced throughout their length by r •'��� DATE: 11/30/2015 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R `� P ty of the building tlemgner. 3 2,Impact bridging or lateral bracing required where shown+♦ I"'�_tit_ �r `_ SEQ.: K1561217 4.No load should be applied to any component until after an bracinggl/ end 4.Installation of truss b the responsibility of the respective contractor. TRANS IDLINK fastendesign rs are comp p lets an aat no time should any loads greater than s.Design assumes trusses are to be used in a non-corrosive environment, any component. a Design are for"dry condition..ofuse. 5.CompuTrus has no control over and assumes no responsibility for the gn assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation ofcomponenh. Dace ry. -EXPIRES: 12/31/201-6 78.This design is furnished subject to the limitations set forth by Design assumes adequate drainage is provided. TPIIWTIA in BC SI,copies ofwhkh will be furnished upon request. B.Pies coites ncide be with join on tethlaces of truss,and placed so their center November 30,2015 quos lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate size or plate in Inches. 10.For basic connector plate design values see ESR-7311,ESR-1 988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 5'- 11.7" 1-2=( 0) 50 2-9=(0) 0 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-102) 47 TC: 2x4 KDDF #1,4131R LOAD 24.0" O.C. BC: 2x9 KDDF #1&BTR TC LATERAL SUPPORT <= 12"0C. VON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. ON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTOTA CLOAD= 12.0 PSF 0'- 0.0" -50/ 311V -22/ 1080 5.50" 0.50 KDDF ( 625) OVERHANGS: 12.0" 0.0'• TOTAL LOAD = 92.0 PSF 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 194V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL - 0.003" @ 1'- 0.1" Allowed - 0.050" 12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.067" 6.00 -,, 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-1.6, Truss designed for wind loads in the plane of the truss only. 0 M rn r II 1 2�21 91167.21 M-3x4 Y 1, y * 1-00 2-00 3-11-11 [ p/� (PROVIDE FULL BEARING;Jts:2,4,3 *t,� 1 11 OfCis• NAME : 3413-B POLYGON NW - Scale: 0.6303 JOB SJ3 � OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: .�� . �4 I Builder and erection contractor should be advised o/all General Notes 1.This design is based only upon the parameters drown and Is for an individual f�_ (P �`� building component Applicability of design parameters and proper 'f�a V Truss: SJ3 and warnings berore construction commences. incorporation of componenta the responsibility of the building designer. �/ ! �5+` Y 2.204 cempresa on web bracing mud be installed where shown.. 2.Design assumes the top and bottom chords to be laterally braced at R `v 3.Additional temporary bracing to Insure stability during construction 2'0.0.and at 10 o.c.respectkely unless braced throughout their length by .,ii, � l�.vr � er\'1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f"�yA 1' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.w Impact bridging or lateral bracing required where shown o• 4 No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respedrve contractor. SEQ.: K15 61218 5.Design assumes fasteners are complete and at no time should any loads greater thantrusses are to be used o a non-corrosive ye ane ronment and are for dry condition"of use. TRANS ID' LINK dedgnloads beapplied toany component. 8.Design assumes full bearing at all supports shown Shim or wedge 0 EXPIRES12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.d so their center November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Pets scshall locatedith joit on both o hter fffaces of truss,and placed TPNMCA In BCS(,copies of which will be furnished upon request. nes. 9.Digits indicate size of plate In Inches. MiTek USA,InsiCompuTnus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1986(Mack) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,yI 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property 4 offsets are indicated. I Damage or Personal Injury MEDimensions are in ft-in-sixteenths. •� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. F O O 3. Never exceed the design loading shown and never O IlL\111111M1 Ustack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate co.7 designer,erection supervisor,property owner and plates 0 'aa' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �j Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T Or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. .."— 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111.1111111118.Use of green or treated lumber may pose unacceptableo environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.is Reviewsufficient.all portions of this design(frontback,words Plate Connected Wood Truss Construction. andnot pictures]before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, \ ■. 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, t ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013