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Plans (9) 07\T2—ail — OOtL (� _MIR 32G \e Prov 7: c; MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-399 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. �ti�vD PR OF Lcc� NG,I N,EFR 87022PE c— c!)N 7OREGON (15)Opti $MB ER 1'� C'� tAQ. A. 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc. Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg1 H MTHTkUyEzqd ate f1-10-1411 1-0-0 1 1 1-2-0 II 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 13 14 15 16 17 18 19 20 21 ;1 , 0 2 , . 2. .. "a',/,\? 0' * 2 . et, r, 0, . _,N4144_ _IN / N: N ' </\:/ o s a16111 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I 14x6= 4x5= 3x6 FP= 3x5 = 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5= 11-1-0 I 18-6-8 1 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)-- (1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Inc- 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 puffins, 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. � � P R QF� 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'`� �]N ss/ at the bearings.Building designer must provide for uplift reactions indicated. �� !GN F,� Q2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 17 be attached to walls at their outer ends or restrained by other means. 870 2 P E 1---- 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. NI 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 ti� <U LOAD CASE(S) Standard \• Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 On OBER 1 w` Uniform Loads(p1/) S \'\� Vert:22-35=-8,1-21=-80 A- HE p` Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 • • NI.®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 MTek a0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quakty 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 845996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAgg???�-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 1 11-1-10 1 1 1-2-0 I r"'7 I 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4 = 3x4 = 3x4= 3x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 _ O O O O • 9 o a B a O ,\ - /....N cc.? / \ / N / N //' N / \44, / N 9 1_ 0 0 0 a o e e e o a 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5- 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4 - 14-2-2 1 13-0-2 13-7-21{ I 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edgel,[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft LAI PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132.24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=639/0, 6-27=0/513,8-27=367/0,12-24=662/7,18-20=1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\<�c.p PROP c�`� �NOtNE >O 2 '' 87022PE Q1-' ��Aj OREGON (1,8- 41(..)/ C'�S�BER ��'�\'' A HECk EXPIRES:06/30/2017 November 30,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek • is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T111 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 R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga 1 1-10-8 1 f1-10-14IF 1-0-0 i 11-2-0 1f 1-0-2 I 11-3-12 1 1-3-0 i Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4= 3x4 - 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 _cl L„„,.. _ \ / \. / N /\ ./ .\ ./ N. / \-./ .\ N....9 e o v v e a e o e e o rel ►. CI PM 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5 = 3x5= 3x5= 3x6- 3x6 - 3x4 = 3x5- 14-0-14 I 2-1-8 I 12-10-14 1?5-1j 1 19-7-0 1 22-4-12 1 2-1-8 10-9-6 7-0 7-0 52 2-9-12 Plate Offsets(X,Y)- 112:0-1-8,Edgel,113:0-1-8,Edge],(35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift 22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3_4=0/953,4-5=258/0,5-6=258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=1563/0,11-12=-1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. P R QFC(361/3)Refer to girder(s)for truss to truss connections. "\<("?‘ ‘) `` 61 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. ,-\ s ' NEF,9 �0 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 „9 be attached to walls at their outer ends or restrained by other means. 870 2 P E 6)CAUTION,Do not erect truss backwards. •CD N <>, OREGON cP OWN 0,-,AP BER �'`�Q� A. HECK EXPIRES:06130/2017 November 30,2015 i sr. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1V1111. Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1111 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399_UPPER F04 FLOOR 3 1 _. Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jui 11 2014 MiTek Industries,Inc.Fri N.27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 1211 yAg??-n07WO8aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-o i 1-5-0 1 1 1-5-6 I 2-0-0 1 1 1-2-0 i off Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 N / _ / O" e m o c e e° c 23 22 21 20 19 18 17 16 15 4x5 = 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4= 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max UpIift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=-1912/0,11-12=-1912/0,12-13=-1912/0 BOT CHORD 22-23=-1154/0,21-22=-1215/0,20-21=-1215/0.19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �sPROF -\cyus/5 ;Go:p::9_c?�cc 8 �r i / 4 '32, OR GON c, 40 O O 418 E R .\`— kJ q. HES EXPIRES:06/30/2017 November 30,2015 ...- A 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 MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not MI. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I1liTek. 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 R45996181 PL15-399_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg???-GC�hubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzqY 11-0-0 1 01461f1H1-1.41.H 7:2.1 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 I Scale=1:36.4 4x4= 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e _ a e B . e e . a -5 A a ®, c o e 4_ / \ - / \. ./- N / .\ / N / N-/ \ _\ r ..,\ a- e e ffi e n e -e a o 0 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x6 - 3x6-3x6 FP- 3x5 - 3x5- 3x5 - 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.5x4 SP= 15-0-14 I 14-4-14 1'-11-1 1 21-4-0 I 14-4-14 0-7-0 b-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 BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be (........0 P R Q �s attached to walls at their outer ends or restrained by other means. GI NEL-- (-S> "L/87022PE �r" jiki N 7 �'1, OREGO ti9 O/ A HER EXPIRES:06130/2017 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. 11111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek‘ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Quality Criteria,DSII-89 and SCSI building Component Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_UPPER F06 Floor 2 1 - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 1211 yAg??-Cbpf09dRz8CVaGp03J6n1 H18ciLmglUJz2ULTayEzq W 1 1-10-8 1 1)-10-1411 1-0-0 1 1 1-2-0 i1 1-0-2 I i 1-3-8 I 1-6-0 i Scale=1:38.5 3x4= 4x10= 3x4= 3x4 = 3x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 _/\\,c,,„, - . 19 O B O 0 9 8 B- B 9 a- 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5 = 3x6= 3x6= 3x4 = 3x5 - 14-0-14 1 2-1-8 I 12-10-14 1 -5-11 1 19-7-0 I 22-7-8 2-1-8 10-9-6 t-7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- f 12:0-1-8,Edge],[13:0-1-8,Edgel,f35: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 Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-25810,5-6=-258/0,6-7=-1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=-1570/0,11-12=-1570/0,12-13=-1278/0, 13-14=-751/0,14-15=751/0,15-16=0/252,16-17=0/252,17-18=0/252.18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _ et) PR OFA 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. '\� O GINEN� > 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 rN" !�� 8 9 Q2 be attached to walls at their outer ends or restrained by other means. (, -57 5)CAUTION,Do not erect truss backwards. ZZ- 870 2PE 7 c\-\�j, OREGO OQ 44 S A. HER EXPIRES:06130/2017 November 30,2015 4 p ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. 1- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall s 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 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Fri N^v 27 10:56:31 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-8_wPRrehVISDpZzOAj8F6iNRgWxGlmfbQMzSYSyEzgU 10-10-0 1 l 11-2-0 11 7_1q 10-9-0 I a9-a 110-9-0 10-9-a 110-9-0 10-9-0 I Scale=1:34.3 3x4= 4x4 = 4x4 = 3x4 = 3x4 = 3x4 = 3x4= 304= 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 e e a o e o - a o o ,, ie o • :li ill,'\ i\ /\ /\ _\ /\ / N / . a a mccs a o t. 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5 = 3x6= 4x5 = 3x4 = 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-9-141 I 20-2-0 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge],El 8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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=-3075/0,19-20=3075/0,20-21=-2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �(�[} P R OFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'<� G]NC- sS/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,N �� FR O, be attached to walls at their outer ends or restrained by other means. -Y `r 87022PE c - -02, OREGON rjC 4411 A HER EXPIRES:06/30/2017 November 30,2015 -- 41,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 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 R45996184 PL15-399_UPPER F08 Floor 1 1 __� Job Referencejoptional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMS16Hlf0i24vyEzgT 1 1-10-8 1 kl.LL14.1 11-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-11 1 1-3-0 I Scale=1.38.1 3x4=- 4x10 4x10 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N -\ /N-/- N X N / N / / -\. ./. -\ rr -N. 9 N 8 B 9 9 a 9 B Oclo -• 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 1 2-1-8 I 12-10-14 1p-5-11 f 19-7-0 1 22-4-11 1 2-1-8 10-9-6 0-7-00-7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[13:0-1-8,Edgel,[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=-1563/0,11-12=-1563/0,12-13=-1268/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=-1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-168610,2-35=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. �n�[} PROF`s 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 't [� �' be attached to walls at their outer ends or restrained by other means. � - s 7 [N EF,4 �0 4)CAUTION,Do not erect truss backwards. te 87022PE r' CV ^3,>,OREGO tiP 0 41\1 On BER ,\' 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. 'Ail. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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,DS6-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399_UPPER - F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., .Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-YZcY3thaoggogl izsshykL?ykjzsV6H26KB69nyEzgR I0-10-0 1 10-8-4 I i 1-2-0 i i7,_-1..0.1 10-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 I Scale=1:34.8 3x4 = 4x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 B •, O 2 - e ., r -4. 2 19 -- m Q 'O O. a -� a , 2*- a \ 1\ / \ / \ e a o a o v e. p g •a v o e 416 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5 = 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4 = 1.5x3 SP= 3x6= 14-7-12 13-5-12 114-0-121 I 20-4-13 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edgel,(18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=337110, 8-9=-3953/0,9-10=-3953/0,10-11=-4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=-4116/0,17-18=3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=2331/0,22-23=1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q`E) PR OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '` �' be attached to walls at their outer ends or restrained by other means. ,\ ,%-•Co N� i4 /a2 87022PE �� / y ^32, OREGON (P 44./ --C)�O0 BER 1��P A HEC)` EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. Ill. Desi gn valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Quail",Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Ia Dimensions are in ft-in-sixteenths. 1i% Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS g,is always required. See SCSI. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 wide truss spacing,individual lateral braces themselves •L4 ill may require bracing,or alternative Tor I o bracing should be considered. AIMEIIE Ai E,,_ 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C T-8 C6-7 C 5-6 For 4 x 2 orientation, locate designer,erection supervisor,property owner and plates 0-116' 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 in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. ll Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. Mil 1111 III lilll=i0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. project engineer before use.,i, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek4 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 M iTe k� MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 341 3-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 7GINE \/O 89782PE pr i7 OREGON 4') 1,9 4 fY \<Q, MAUL R ' -•7 !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 ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 0= 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 0= 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 0'- 0.0" -256/ 1210V -48/ 488 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ 6'- 0.0" _____= TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "' For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads in the plane of the truss only. I 43200 43208 12 12 6.00 M-4x6 :n,1-6x6 Q 6.00 iiiiii =i2 o �. ►� l 1.. 5 6 Als •• 4 l O M-3x5 M-3x4 M-1.5x3 M-3x5 o b y y y 5-08-08 3-10-12 5-06-12 y 15-02 1 ��g, D P FiS' �, 4t. 89782PE .1":„.„. JOB NAME : 3413-B POLYGON NW - Al . • Scale: 0.4009 WARNINGS: GENERAL NOTES, union othervds.noted: C,/ �J 1.Builder and erection contractor should be advised of al General Nola 1.This design N based only upon the parameters shown and Is for an Indivklual 'IA OREGON o', Truss: A 1 snot Warnings before construction commences. building component.Applicability of deslgn parameters and proper Z 2.2x4 compression web brodng must be installed where shown a, 42111,.- Incorporation of component Is IN responsibility of the building daalgner. it,51, /l a..y A r 3.Additional temporary bracing to Insure stability during construction 2 Dstlgn assumes the top and bottom chords to be Wendy braced a1 7 ^!J� J Is the responsibility of the erector.Additional permanent bracing of M „4(.' 7 c.c.and at 10 O.e.rospactively unlaaa bra=d throughout their length by h continuous sheathing such as plywood sathing(TC)and/or drywel(BC). ''''''.4 UL DATE: 11/30/2015 the°vend&white Is the responelbllty of the binding designer, 3,2x Impact bridging or lateral bracing required where shown SEQ.: K1561174 4.No bad should be applied to any component until alter al bracing and 4.Installation of tens is tit responsibi8ty of the respective contractor. fasteners are complete and st no time should any loads greater than 5.Design assumes tunas ire to be used Ina noncorrosive environment. design bads be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/011201 fi 5.CompuTrus has no control over and assumes no responsibility for the hbrlsatbn,handling, ..- , shl pment and installation of components. 7.Design assumes adequate drakugs is provided. 8.Thu design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tuna,and placed ea their anter November 30,2015 TPWVTCA in SCSI.copies of which wll be furnished upon request. loss coincide with Joint anter Anes. B.Digits Indlats size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pule design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDR/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 507 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) '• For hanger specs. - See approved plans 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), f '1' f load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 IIM-4x4 Q 6 00 in the plane of the truss only. 4.0" 2 F.�f 1.1 loi00.1.1001111 1:' rn M O il- a v41 17r irri 1 4 3 I O M-3x4 M-1.5x3 M-3x4 c, ; l ,y 7-07 7-07 y 15-02 `�,4 -° R°FfiS�S' ,S.c .NOIN 6) �qp `z 89782PE �1- JOB NAME : 3413-B POLYGON NW - A2 �f . -,,,�,,.. - Scale: 0.4009 WARNINGS: GENERAL NOTES, unless otherwise noted. (..- t) 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 "9 OREGON Q' Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper �`,//J,� f) L 2.Za4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. C/ 2.Design assumes the lop and bottom chords to be laterally braced at �ih r fi y `✓, G. 3.Additional temporary bracing to Insure stability during construction Tjr ��v Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'a.c.respectively unless braced throughout their length by r, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P/�U t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /' l. • SEQ. : K 15 6117 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should sny loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center November 30,2015 TPWJTCA In BCSI,copies of which wtil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA.Inc./Compuleus 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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 RIDE STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 818V -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+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 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 = 0.972" MAX HORIZ. LL DEFL = -0.009" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1 1 '' '( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 4 -, Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Iload 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 rn 0 1� 0 rn ® n LY I o c I 1► 5 •. 6 -f o M-3x4 M-3x8 M-4x8 1. +12108 +637# y 4-00 4-00 y 8-00 y \,�cO PRQ16-S i.r`Co. ANGINE�c9 (% ...c- 8'�782 P E -ter JOB NAME : 3413-B POLYGON NW - AGIRD Scale: 0.4610 / a WARNINGS: GENERAL NOTES, unless otherwise noted: L. 40 1.Buller and erection contractor should be sdvlsed of al General Notes 1.This design is based only upon the parameters shown and Is for an individual -9' .OREGON " Truss: AGIRDand Warnings before conetnxdbn commences. building component.Applicability of design parameters and proper ��.a 76r () 2.2s4 compresslon web bracing must be Installed where shown a. if of component Is the reaponslblity of the buNOing designer. 17,9 c7 A R y A 5 3.Additional temporary bracing to Insure'lability during construction 2.Design assumes the top and bottom dards to be laterallyho breed at 7 'l Is the responsibility of the erector,Additional permanent bracing of 7 ac and el 1d o.c.respectively unless braced throughout their length byNI DATE: 11/30/2015 the oveel structure is the rs continuous sheathing such as plywood shssthinp(TC)and/or dryvnl(BC). pU L eponelblity of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ A SEQ.: K1561176 4.No bad should be appned to any component until eller al bndng and 4.Installation of truss is the nsponslbaly 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 noncorrosive environment, TRANS I D: LINK design bads be spelled to any component. and an for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at al supporta shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. labricatlon.handling,shipment and trroteldwn of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design is furnished subject to the Imitations set forth by 8.Plates shat be bated on both feces of truss,and pieced so their center TPWVI-CA In SCSI,copies of which w11 be furnished upon request. Ines coincide with Joint center lines. 9.MiTek USA,Inc./Com Trus Software 7.6.7 1L E B ForDIbiotic Indicons size r plata In ign val Pu ( � 10.For connector plata design values ssa 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=(-42) 40 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 = 42.0 PSF 0'- 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 G7' 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. M � � I - OI 1 2 M-3x4 ,1 y 1-00 !PROVIDE FULL BEARING:Jts:2,3,4 I 6-00 7\ GINE \�� 89782PE 9r" • JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 tit,C75rAIM WARNINGS: GENERAL NOTES, unless otherwise noted: P../�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 en Individual 7j/,OREGON o ,�,,, Truss: AJ 1 and Warnings before construction commences, beading component.Applicability of design parameters and proper -?:1741 j/ n 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the roeponsltEty of the building designer. ,T (J// G V 3.Add4lonal temporary bracing to insure stability during construction 2.Design eawmas the top end bottom chorda to be tnughy braced at � 'l J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et l a o.c.respectively unless braced throughout their length by � continuous sheathing such as plywood sheathing(TC)and/or dryweN(BC). p/�U 3` DATE: 11/30/2015 the overall structure Is the respondbillty of the building designer. S 2x Impact bridging or lateral bracing required where shown++ /7 SEQ.: K15 6117 7 4.No load should be applied to any component until after all bradng and 4,Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at ma time should any loads greater than 5.Design assumes truss..ere to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component, and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility forth. 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. febriutlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.Thi.design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30:2015 TPINYTCA in BCSI.copies of which rIA be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 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" 1' '' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 --f Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, 0 N M 9 c M-3x4 )' 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,3,4 ! ��Q,ED P R Qpe„ mac%; �tG I N E',4 ��2 cc` 89782PE �1--` JOB NAME : 3413-B POLYGON NW - AJ2 • Scale: 0.6146 ", WARNINGS: GENERAL NOTES, unless otherwise noted: (/ /'� ).- Truss: vJ 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual 17/1/&OREGON 'r Truss: AJ2 and Naming.before construction commences. building component.Applicability of design parameters and proper »� 2.2r4 compression web bracing must be Metalled where shown+, Incorporation of component Is the responsibility of the building designer. .1:9 A� 4 AY 5 V (�� 3.Additional temporary bracing to Insure stablMy during construction 2.Design uaumea the tap and boftom chords la W laterally braced d 7 ///''' '1 '� Is the rosponstbaay of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by />r ` DATE: 11/30/2015 the ovens structureis the ro nstb of the building designer. eo dlnuous sheathing each a plywood ahsathirg(TC)est/or drywal(BCj. 1 p/�I 't Y ng sign 3.2r Impact bridging or latent bracing required where shave++ /`7�J 1+" SEQ.: K 15 6117 8 4.No load should be applied to any component until after all bracing end 4.Installation of truss le the responsibility of the respective contractor. fasteners aro complete and at no lime should any loads greater then S.Design assumes trusses are to be used Ina non-corrosive environment, design hada be applied to any component, and era for'dry condelon-of use. T?SAN S I D: LINKB.Design assumes Iii bearing at*1 supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3Q S.This design le furnished subject to the Ilmaatlons set forth by S.Plates shall be located on both faces of tons,and placed so their testerr 2 O 5 TP WVTCA in SCSI.copies of which WI be furnished upon request. Ines coincide with Joint center Ines. 9.Digits Indicate size of plate In Inches. MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX 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" -57/ 402V -22/ 108H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 / MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '�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=1.6, Truss designed for wind loads in the plane of the truss only. 0 rn r'1 O ji c O I 1 2111.�1 41110. 111 O M-3x4 y ), y 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,4,3 I ' 0�vp PROFess isc89782 P E ��" JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted. C..." 11) 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 �,a OREGON O� er,- Truss: AJ 3 and Wamings before construction commences. bolding component.Applicability of design perimeters and proper IV , (� �(_ 2.2K4 compression web bracing mule be Installed where shown•. Incorporolbn of component Is the rosponsibEto of the bolding designer. .T (/4 C � ► 3.Additional temporary bracing to Insure stability during corutructlon 2.Design assumes the top and bottom chords to be throughoutatently bread at 7 �/ J Is the responsibility c o.e.and at 10'o.c.respectively so ey unless braced their length byirr cponsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheethkp(TC)and/or drywal(BC). p/�U t r, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦♦ PAUL SEQ.: K1561 1 7 9 4.No bad should be applied to any component until ager el bracing and 4.Installation of tntss is the responsibility of the respective contractor. _ fasteners aro complete and at no lime should any bads greater than 5.Design assumes busses are to be used In e noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes hit bearing at all supports shover.Shim or wedge if EXPIRES: 1x/31/2015 5.CompuTrus has no control over and assumes no responsibility for the necesssry fabrication,handling,ehipmenl and Inetallatbn of components. 7.Design assumes adequate drainage Is provided, A I OVem be r 30ry O 1 C 6.This design Is lumlehed subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center 1 V IJ ,L J TPVWTCA In BCS/,copies of which WI be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT 6= 12"OC. UON. LOADING BC LATERAL SUPPORT 6= 12"OC. UON LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 � 1 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 ` Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads 0 in the plane of the truss only. r-I 0 c M O el II 1 ill.r . 5 011. 11 O M-3x4 J., y J, y 1-00 6-00 1-05-15 S 'PROVIDE FULL BEARING;Jts:2,5,3,4 ' �) PRQF �‹.;\ P ANG I N 4--,9 `S/6, 89782PE per" JOB NAME : 3413-B POLYGON NW - AJ4 .. - - - - - - - --- -- - Scale: 0.5437 ,L WARNINGS: GENERAL NOTES, unless otherwise noted: C/ Of) 1.Builder and erection contractor should be advised old General Notes 1.This design Is based only upon the parameters Mown and is for an Individual "74-0 OREGON oN Truss: AJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper ry 2.2x4 compression web bracing must be installed where shown f. incorporation of component Is the responsibility of the building designer. '57/9, � ^ C J AF.' � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to los laterally braced at '1y Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et 10'o.c.respectively unless braced throughouttheir length by ir NI continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). PA�+y DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3.Se Impact bridging or lateral bracing required where shown.+ / 4- SEQ.: K 15 6118 0 4.No load should be applied to any component until eller al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment. T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deagn assumes full bearing at all supports shown.Shim or wedge II EXPIRES: 12/31/2016 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 Ilmaatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWJTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 11.For basic connector plate design values see E5R-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. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4-) -231) 1443 BC: 2x6 KDDF #1&BTR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=) -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6-) -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 _---_ = LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA = LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.40 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. IT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. " For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" 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 load duration factor=1.6, -11=11 11-06-10 7-11-11 Truss designed for wind loads 1' '1' f '1 in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T f 45989 T T T T T 12 12 6.00 M-5x12 M-3x6 M-4x10 M-4x10 Q 6.00 4 © %41T2 000•••••• 477.7v M-1.5x3 M-1.5x3 + N M11111.111.11.111111111 o M Fsiari -_o u 4. 1.0....1O l�a' 10 11 12 13 R+9 0 I M-4x10 M-3x10 0.25 M-4x10 M-3x10 0l M18HS-7x14(S) M-1.5x3 1490# y y y C,,,, �PR()Fe 7-04-12 5-01 2-08-04 4-11-04 7-04-12 � s s�\ NINE ' / ), y � � ' p 0,.. 1-00 27-06 k, 1,C :9782PE ter' JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2244 WARNINGS: GENERAL NOTES, unless otherolse noted: ' V.�ry /�+� �J 1.Balder and erection contractor ehouW be advised of a%General Notes 1.This design Is based only upon the parameters shown and Is for en Individual JjA1_OREGON o� e,=,� Truss: B1 and Wamings before construction commences. buiding component.Applicably of design parameters and proper ���(/�� 2 ��( 2.2x4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be leteraily braced et Is the responsibility o}the erector.Additional permanent bracing of T o.c.and et 10'c.c.nbraced unless eced throughout their length W/ �, continuous sheathing such as plywood sMathing(TC)end/or drywel(BC). p/A U t DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ �`1 1. SEQ.: K 1.rJ 6118 2 4.No load should be applied to any component until after all brodng and 4.Installation of truss is toe responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than B.Design simmers trusses vs to be used in a noncorrosive environment, design bads be applied to sny component. end are lor'dry condition'of use. T RAN S I D: LINK 6.Design assumes tun bearing al a%supports shown.Shim or wedge If 5.CompuTrua hes no control over end assumes no reeponeldiity for the necessary. EXPIRES: 12/31/2016 fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30 201 5 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their centerr TPVVVTCA 6 BCSI,copies of which will be furnished upon request. Anes coinelde with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=) -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #1iBTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - -------- ---..... __= 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 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" PND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" •• For hanger specs. - Ste approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T T T I 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 0 se M-3x6 fillillbl-414111 o @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. o ..Agdllgll11EMIIIIIIIIAb... Gi2 N ® �WI 0 1......... 5 _ 6 a. 7 -/ o M-3x4 M-3x4 M-7x8 M-3x8 y ♦1210# *637# y +2330# ,, 3-00 7 2-09-12 2-02-04 y 8-00 y R •S�f�c OFFss tc,C� oNGIN€e:4 /0 `z` 8.782PE ter` JOB NAME : 3413-B POLYGON NW - BGIRD �'' Scale: 0.4649 / . .,. .(,\42 . WARNINGS: GENERAL NOTES, unless otherwise noted: (.0- /'r/� ) I.Builder and erection contractor should be advised of a1 General Notes 1.This design h based only upon the parameters shown and Is for en Individual -j�.O R EGO N O� s.W Truss: BGIRD and Warnings before construction commences, building component.Apple/ditty of design parameters and proper l�"/ (//�A Y ,ir 2.Di4 compression web bracing must be Instated where shown a. Incorporation of component Is the roaponsibYey of the buYeing designer. r,/ 3.Additional temporary bracing to Maurs stability during construction 2.Design assumes the top and bottom dlords to W latughoerally bread at R is the responsibility el the erector.Additional permanent bracing of 7 o.c.and at 1 e O.C.respectively unless braced throughout their length by continuous sheathing such as plywood twat ng(TC)and/or drywal(BC). -1 p/1 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3 2.Impact bridging or federal bradrp required where shown•r. ,"1 U SEQ.: K1561183 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 assume=trusses are to be used Ina noncorrosive environment, deign loads be applied to any component, and are for"dry condition"of usa. TRANS ID: LINK 8.Design estrumesMIbearing atalsupports shown.Shim orwedge if EXPIRES: � /31/2016 5.CompuTnn 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. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall ba loafed on both faces of tens,and placed w their center November 30,2015 TP WYPCA In SCSI,copies of which will be fumiahed upon request. linea coincide with)oInt anter lines. 9.Digits Indicate size of plate M inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values we ESR-1311.ESR-1988 OAT'S) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1,- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 248V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, m Truss designed for wind loads O in the plane of the truss only. f 2 fal oo m O -'- O O O r- 1 // Ilr• -f M-3x4 J' 1-00 y 1-0o y PR ,`<- OfiFs N !PROVIDE FULL BEARING;Jts:2,4,4 I r �'<0 `yGI N� r0 ' 8.782PE 'Sr JOB NAME : 3413-B POLYGON NW - BJ '' ?\G,=> . . Scale: 1.1073 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr �'y 40 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ��OR E G V N �''� Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Metalled where shown+. Incorporation of component Is the responsibility of the building designer. '9:9 �1 P G 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to W laterally braced U 7 `1 '1 J �CiY_ is the responsibility o}Ma erector.Additional permanent bracing of 7 o.c.end at 10'c.c.reapedNaly unless braced throughout their length by continuous sheathing such as plywood shesthing)TC)end/or drywal(BC). p/�U DATE: 11/30/2015 the°verse structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r7 4» SEQ.: K1561184 4.No bad should be spelled to any component until after al bradng and 4.Inaaletlen of Was Is the responsibility of the respective contractor. fasteners are complete end al no time should any Wads greater than 5.Deign assumes trusses are to be used In a noncorrosive environment, design Wads be ensiled to any component. end ere for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/311201 fi 5.CompuTrus hes no control over end assumes no responsibility for the necessa, fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. N ovem be r 30 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPINV1CA M SCSI,copies of which will be Swished upon request. Ines coincide with Joint center lines. 9.MiTek USA.Inc./Corn Trus Software 7.6.7 1L Eto.ForDigbts indicate cote ecs ofpits a Inches.mit Pu ( � For basic connector plate design values ass ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3-( -758) 3660 11-22=(-264) 1800 2x6 KDDF #1&BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=) -92) 390 BC: 2x4 KDDF #1&BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50,0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=) -108) 404 17- 5=) -330) 2134 2x4 KDDF #1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7-(-2586) 756 BC UNIF LL( 0.0)+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 TC LATERAL SUPPORT 0= 12"OC. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 ____________---___ _-- 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13-) -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10=) -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN _, nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 9" oc in 1 row(s) throughout 2x4 bottom chords, )(\X 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed= 1.654" 11 MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-U2-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" 1. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" 2-09 /-09-12 0-0 05 -08-08 3-04-02 4-05-08 I f f I '1' '1 '(- - '' '( '1' MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" ,f -M-4x4+ 12 +47.30# M-3x6 ,r 1597,30# 12 T Design conforms to main windforce-resisting 6.00 M-3x6 M-5x6+ Q 6.00 system and components and cladding criteria. M-5x6+ 61/'`11111111.0142,41.T-5x6 M-3x6 � Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x10 load duration factor=l.6, M18HS-5X16 5IAN. 6IIII Truss designed for wind loads M-3x4 .�. � in the plane of the truss only. 4 M-1.5x3 M-3X8 2 M-2.5x4 or equal at non-structural diagonal inlets. M-9x10 ^,'��IFAI.:411klikl ,,,,,„„„.„..... rn1 ✓/i 15 16 17 19 �� =_ ^�1-.1 -,!I o 1ga M-3x4 M-3x8 0 18 20 22 1 4 0 of t14-1.5x3 M-3x10 0.254' M-3x8 M-3x8 0l M-7x10 43.75 M-5x8(S) 12 Q,ED PROfF 1 y y y y y y y l S� ,C� ..,G / 2-05-082-09-122-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 r� �. Q I'y , y y y � "j-005-08 10-09-08 20-09 ':' � '9782PE �2( 1-00 34-00 1- 0 JOB NAME: 3413-B POLYGON NW - Cl v ,(�'"�" IMFScale: 0.1478 I• V '" / WARNINGS: GENERAL NOTES, unless otherwise noted: "aLy //}/- "EGON o� 1.Builder end erection contredor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en individual I�. "�� L7.� Truss: Cl and Wanings before construction commences. building component.Applicability of design `I aq perimeters and proper �j_ 2.244 compression web bradrg mus be Installed where shown•. Incorporation of component Is the responsibility of the building designer. �� �N�V 3.Additional temporary bracing to Insure'tablet),during construction 2.Design assumes the top and bottom dards to be latently braced stPA Is the teeponalbillry of the erector.Additional permanent bracing of 7 o,c,and at 10'o.c.respect ply unless braced throughout their length by U L. DATE: 11/30/2015 the overall structure N the responsibility of the building designer. continuous risgingi org such as edng re airedsheathere aseand/0 drywel(BC). 3.2x Impact bridging or latml bndrg required where shown•. SEQ.: K 15 6118 6 4.No bad should be applied to any component untl after al bracing end 4.Inslalation of truss is the responsibility of the rsapectNe contractor, fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In•non-corrosive environment, 12/31/2016 n`�] J!�/'��{y'� design bads be applied to any component. and are for"dry condition"of use. EXPIRES: 1 2 t7 1/20 1 V TRANS I D: LINK 8.Design assumes full bearing at el supports shown.Shim or wedge If November 302015 5.CompuTnn has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end Installation of components. 7.Deleon assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by B.Plates shall be bated on both faces of Ouse,end placed so their center TPVWTCA In BCSI,copies of which roll be furnished upon request. Nnes coincide with roll anter lines. 9.Digits Indicate etre of plate In Indus. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) '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 f f I Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T T T f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,f,( in the plane of the truss only. M-5x6(5) NIN M-5x6(5) 3.1" 0.25" 0.25" 44, 4.1vf, M-1.5x3 3 \-I IIIIIppp M-1.5x3 0 0 I �, r • I o l0 11 lz "e o I M-4x4 M-3x9 0.25" M-3x4 -M-4x4 oI o M-5x8 (<58, 1) P R()Fes y y y y cLS. 8-09-04 8-02-12 8-02-12 8-09-04 1.�j , ..... �'/ 19 ° 1-00 34-00 1-00 �' $97$2PE ��' JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 °.;.* \.< WARNINGS: GENERAL NOTES, unless otherwise noted: V.�y /�/'� 40 I.Builder and erection contractor should be advised of a%General Notes 1.This design Is based only upon the parameters'howl and Is for an individual JA O R E G O N Oe Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper f (y 2.2K4 compression web bracing must be Installed where shown 0, Incorporation of component Is the responsibility of the building designer. 7� C a4 r., ( V �� 3.Additional temporary bracing to Insure stability during construction /rr 2.Design assumes the top end bottom chords to be laterally braced at 7 `-7/� J is the responsibll%y of the erector.Additional permanent bracing of c o.c.end at 10'o.c.respectivelysuchcc unless braced throughout their length by continuous sdging ng such as plywood sheathing(TC)and/or drywe.(BC). p/i U t �` DATE: 11/30/2015 the over..structure is the responsib.lty of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ / 1. SEQ.: 1<1561187 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responstW.ty of the respectle contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.Design assumes full bearing at a.supports sbrown.Shim or wedge if 5.CompuTrus hes no conhol over and assumes no responsibility for the neussery. EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center N Quem be r 30,201 5 TPhWTCA In BCSI.copies of which will be furnished upon request. %nae coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 15.For basic connector plate design values see ESR-1311.ESR-t988(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 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=) 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 486 13-15=) -144) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 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 HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) CCOND. 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" 9 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" 9 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" 9 33'- 6.5" f >( f MAX HORIZ. TL DEFL = 0.179" 9 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T 1 T ' 1 T 1 T 12 12 Design conforms to main windforce-resisting 6.00 p IIM-6x6 'S:16 00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6 .1-,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IN, load duration factor=1.6, M-1.5x3 M-5x6(5) Truss designed for wind loads 3.6' in the plane of the truss only. M-5x6(S) 0.25" 0"25" .r4 4 + M-1.5x3 a M-3x63idAilliks M-3x8 o /e' = - F0, a 1 ill 12 r 13I o M-5x8 M-3x4 0 14 15 16 `° o 1 o M-5x8 M-4x8 0.25" =M-4x4 I p a 3.75 M-1.5x3 M-5x6(S) 12 y l ) y J' ) y �a P R OFr 2-05-08 5-03 5-08-04 3-07-04 8-02-12 8-09-04 . �� `ss tc�5 �N0 �`'T 02 1-0Q-05-08y 10-09-08 y 20-09 1-00 ` ' ` y 34-00 y isc 89782PE �v JOB NAME : 3413-B POLYGON NW - C2-C • Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted: (,...' 47 I.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end Is for■n Individual '74,4,O R EGO N �` Truss: C2-C and Warnings before construction commences. budding component.Applicability of design parameters and proper ,15' �_ 2.Ze4 compression web bracing must be Installed where flown•. 2.Design assumes IM lop and bottom dards to W laterally braced al 7 '"`'fd Incorporation of component Is Ihs rsaponsiblily of the budding designer. 11.9lA� '1 � 3.Additional temporary bracing to Insure stability during construction Is B.responsibility of Be erector.Additional permanent bracing of 7 o.e.and at 10•o,e,respectively unless braced throughout theta length by continuous sheathing such as plywood shesthirtg(TC)end/or drywel(BPA C). U t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.s Impact bridging or lateral bracing required where shown..... �`1 {_ SEQ.: K15 6118 9 4.No bad should be applled to any component untl after al bracing and 4.Instaletbn of truss Is the reeponslbllty of Me respective contrsdor, 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. and ars for"dry condition"of use. T RAN S I D: LINK design beds be applied to any component. 6.Design assumes full bearing at a1 supports shown.Shim or wedge If EXPIRES: 12/3112016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling.ehipment and Installation of components. 7.Design assumes adequate drainage Is provided, November 30 2015 8.Thle design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of trues,end placed so their center L, TPWVTCA In SCSI.copies of which WI be furnished upon request. Ines coincide with joW canter Irmo 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E f0.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 #158T12 SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5-(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 _= 8- 9-( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) .7T 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" 0` 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 55'- 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. / 7-03-04 / 6-05-04 / 3-03-08 A 3-03-08 A 6-05-04 / 7-03-04 / Wind: 140 mph, h-22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I 1 I I I I 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=1.6, f f f f Truss designed for wind loads 12 M-4x6 M-4x6 12 in the plane of the truss only. 6.00 4 M-3x4 s 6.00 M-3x4 M-3x4 3 7 M 01 ....agiaiii A O O le7ai 11111 a I o l� 10 11 12 13 \ O of M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-4x4 oI M-5x8(S) M-5x8(S) �o) PR04, l y y l <<- LYS' 6-05-04 6-10-08 6-05-04 7-01-08 „Gj CNE /0 le y y � �9 ' �r'1-00 34-00 1-00 � :9782PE JOB NAME : 3413-B POLYGON NW - C3 ,,;,er Scale: 0.1852 v Sig WARNINGS: GENERAL NOTES, unless otherwise noted: I V n 1.Builder and erection contractor should be advised of all General Notes 1.This design ie based only upon the parameters shown and Is for an Individual A 9� •R E G V N �� Truss: C 3 and WImings before construction commences, building component.Applicability of design parameters and proper (may► I 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component la the responsibility of the bolding detlpner. -1� V4 j v I� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap end bosom chords to be laterally braced et 77 'l ''J �L,,_ Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless bread throughout their length by ` V DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Iconmpact bridging inuous l or lateral bracing ng such as requi ed d where she n••drywaA(BC), �'A UL SEQ.: 1<1561190 4.No bad should be applied to any component until after al bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing al al supports shown.Shim or wedge If 5.CompuTrus hes no control over and assumes no responsibility for the nes„any l., EXPIRES: 12/31/2016 fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on bath faces of thea,end placed so their anter TP WVICA In BCSI,copies of which oil be fumiahed upon request. lines coincide with Joint center lines. 9.Digits indicate MiTek USA,Inc./CompuTnls Software 7.6.6(1L)-Z 10.For basicconnecto de inches. platesign vetoes sae ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #148TR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8-(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12_) -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 ______ ____________ ______= 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" }COND. 2: Design checked_for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 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 ,( ,( ,j' f 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), f f f f f f f load duration factor=l.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 7' M-4x6 M-4x6 Q 6.00 4 M-3x4 s M-3x4 M-3x4 3 7 M rn O O ( Q. J' 10.0%.: wm B + Yom' 10 11 i ' 12 13 \ o I oM-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-4x4 0l M-5x8(S) M-5x8(S) ��vp PRof-4.6, l ), y y yyS y y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y ��j �i�GIN EE. /, 1-00 34-00 1-00 7 �' 8'782PE v JOB NAME : 3413-B POLYGON NW - C4 /// '' Scale: 0.1852 _, . �• TJ 1 WARNINGS: GENERAL NOTES. unless otherwise noted: / V �4, 1.Builder and erection contractor should be advised of al Genre!Notes I.This design Is based only upon Me parameters shown and Is for an Indlvdual IA OREGON Q Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper jr?I (1 2.2x4 compression web bradng must be Installed where shown+. Incorporation of componentIs the responsibility the bolding designer. . -4 R v y b 3.Additional temporary bracing to insure stability during construction 2 Design assumes the hep end bottom chords to be laterally braced at Ti77 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 drywal(BC). pA' f L DATE: 11/30/2015 the overall structure Is the responsibility of the buM9rq designer. 3.2x Impact bridging or lateral bracing required where shown++ L j SEQ.: K1561191 4.No bad should be applied to any component until after al bradng and 4.Installation of twee Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, design bade be applied to any component. and are for'dry condition"of use. TRANS I D: LINK8.Design assumes hal bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the neasse, rabrlcetlon,handling.shipment and Installation of components. 7.Design assume.adequate drainage Is provided. November P 30 20 5 8.This design Is furnished subject to the limitations set forth by 8,Plates shall be bated on both faces of true,and placed.s their center U 30, 2015 in SCSI,copies of which will be furnished upon request. Ines coincide with joint anter lines. 9.Digits Indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(Weal 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 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KDDF STAND 3- 4=1-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=1 -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 14- 9=(-173) 153 8- 9=1-2272) 738 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 50 _____= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENT$ 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 ROOF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc 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 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03r 5-00-05 4-02-05 3-01-03 4-07 5-01-08 '' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 1' 1 '( '1 f f '1' '1' load duration factor=l.6, 10-00 10-00 Truss designed for wind loads 1 f 7 1 f in the plane of the truss only. 12 12 6.00 p M-4x6 M-3x8 M-4x6 Q 6.00 t 6 M-1.5x3 M-1.5x3 3 + . M M 0 0 0 12 13 -( 14 -lr I M-4x4 M-3x8 0.25" M-3x8 =M-4x4 0l M-5x6(S) eco PROFes y y i, y ,y GIMS sf y y 9-06-12 7-05-04 7-05-04 9-06-12 y y \� ....., p 1-00 34-00 1-00 �1 ', :9782PE v JOB NAME : 3413-B POLYGON NW - C5 -if Scale: 0.1852 , . 5 slur WARNINGS: GENERAL NOTES, unless otherwise noted: V ` //^^�� 1.Guider and erection contractor should ba advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual R EG V N O� Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper / ff�� 2.at4 compression web bradrg must be Installed Where shown•. Incorporation of component Is the responsibility of the binding designer. .A� C 4 p,l A G I.,, 3.Additional temporary bracing to Inure stability during construction 2 Design assumes the top end bosom chords to be laterally braced at 7 'l Y J �V_ Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10'c.c.respectively as ply unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P/l U t1.» n' DATE: 11/30/2015 the overal structure lathe responsibility of the binding designer. 3.2x Impact bridging or lateral bracing required vfiere shown++ f 1 SEQ.: K 15 6119 2 4.No bad should be applied to any component until after d bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D• LINK design pads be applied to any component. and are for"dry condition"or use. 8.Design assumes fall bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30 8.This destgn le rurniehed subject to the imitations sel forth by 8.Plates'hall be bated on both faces of truss,and placed so their center ,2 01 J TPI WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. es. MITek LISA,Inc./Com Trus Software 7.6.6 1L}E 10.Digits sciconte sizecr plate In gn values pu ( For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-l2=(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 _______ = 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIP Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED _____ ____ - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 13-02-10 10-09-11 / / Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I I A f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I 1 load duration factor=1.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads '( T T T 1' T T 1' in the plane of the truss only. 10-00 T T 12 M-4x6 M-3x8 6 M-4x6 12 6,00 e 5 Q 6.00 M-1.5x3 M-1.5x3 3 M M 0 ,((- 0 11 12 13 ` o of M-4x4 M-3x8 0.25" M-3x8 -M-4x4 0l M-5x6(S) � c,0 PRQpeS y y y y y ‘.,‘GINE ,„„,,,, s/ J, y 9-06-12 7-05-04 7-05-04 9-06-12 y ,c,..3 ©� 1-00 34-00 1-00 etc, 89782PE �C' • JOB NAME : 3413-B POLYGON NW - C6 `o"'' • • Sale: 0.1852 alif WARNINGS: GENERAL NOTES, unless othery ise noted: V /'+� 'I} 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual 1' _OREGON CP 401r Truss: C6 and Warnings before construction commences. building component.Applicabiley of design parameters and proper ;Y!l 2.2x4 coIncorporotbn of component la the responsibility of the laterally braced designer. '1,9Any G ;��+ mpresabn web bradng must be Installed where shown•. 2.Design assumes the top and bottom chords la be lalarsly brsced at 7 A 3 3.Additional temporary bracing to Insure sfabillry during construction 7 0.n.and at 10'o.c.respectively unless braced throughout their length by N la the responsibility of the erector.Additional permanerrt bradng of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). p J�1't DATE: 11/30/2015 the overall structure is the responsibility of the building deeigner. 3.24 impact bridging or lateral bradng required where shown o n 11<t J 1" SEQ.: K 15 6119 3 4.No bad should be applied to any component until after a1 bradng and 4.Instalatlon of truss is the responsibility of the respective contractor. fadeners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ins noncorrosive environment and em for"dry oondBon'of use. T RAN c, I D: LINK design beds be implied to any component. 6.Design assumes lull bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the naeesssry fabrication,handing.shipment and Indallatbn of components. 7.Design assumes adequate deainge N provided. November oVe m ber�]A''101 G 6.Thin design Is famished sub)ed to the limitations set forth by 8.Plates shal be located on both faces of truss,and placed so their center I Y L! J V,G I J TPI/WTCA in SCSI,copies of which red be furnished upon roque*. sots coincide with Joint center lines. 9.Digits Indicate alae of plata In Indus. MiTek USA,Inc./CompuTrus Software 7.6.6(11.)-E to.For basic connector plate design values see ESR-1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -'r- ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, XX 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @I@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 f T f 1' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 l-011-0032-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 T T T T T f ,( T T T load duration factor=l.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +598# f '1 in the plane of the truss only. 12 M-5x8 a M-5x8 12 M-3x4 M-3x4 8.00 " M-3x5 s 6 7 9M-3x5 ' 6.00 ✓'' w w ,,,,i„, o -.' \/ M-1.5x3 + M-1.5x3 o II� o 0 i .'' e 1, i "- _ op Air 0 1� `"J� 14 15 16l's 27 18 �3 -ro of M-3x10 M-6x8 0.25" M-3x8' M-3x10 0l M-3x8 M-7x815) M-6x8 ��cc) PROFL- 319 # J.• y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y 0.,\ FAb 0 1-00 34-00 1-00 "I �' 8.782PE r' JOB NAME : 3413-B POLYGON NW - C7 '' Scale: 0.1852 ' .t• Ir -- WARNINGS: GENERAL NOTES, unless otherwise noted: V /� 40 I.Buller and erection contrador should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual "VA-OR EGO N ©'' Truss: C 7 and Warnings before construction commences, building component.Applicability of design parameters and proper j//_ ry 2.2o4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the balding designer. .�Ah (�/1 IS V 3.Additional temporary bracing to Insure stability during construction 2.Design easumss the top end bottom chords to be laterally braced at ! '�1 J Is the responsibility of the erector.Additional permanent bating of 7 o.e.and at 10'c.c.reepadNely unless braced throughout thele length by i continuous sheathing such as plywood sheething(TC)and/or drywal(BC). PA U L ►` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** I SEQ. : I'(1561194 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component, end are for"dry condition"of use. TRANS I D: LINK6.Design assumes full bearing at ad supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication.handling.shipment and instellatlon of components. 7.Design assumes adequate drainage Is provided, November 30 8.This design Is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center ,2015 TPUWTCA in SCSI,codas of which ol5 be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E io.For basic connector plate design values see ESR-1311.ESR-1989(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LI) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -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. J 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" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed = 0.173" f T MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x5 , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '. W load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. coo1 eD �� M 7 _: o ��, I M-3x9 I d o 0 1 2 M'-3x9 0 M-3x4 M-3x5 .1 , y ;. 2-03-12 3-11-15 1-08-05 y y y y ���C p P R ass 1-00 2-05-08 8-00 5-06-08 G 0p (PROVIDE FULL BEARING;Jts:2,4,7 ] GIN cc' 89782PE C' ' JOB NAME : 3413-B POLYGON NW - CJ2 /- ` '. Scale: 0.5501 () WARNINGS: GENERAL NOTES, unless otherwise noted. 1j4- OREGON AO! 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 .,[� -�/>�' r (,r' I}. Truss: CJ2 end Warnings before construction commences. building component,Applicability of design parameters and proper 7,9 '4 R y ''J s <j`( 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the reeponaiblity of the building designer. �`,V' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I14 S V Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /`-' 1 continuous sheathing such as plywood sheathing(TC)andlor drywetl(BC). DATE: 11/30/2015 nthe overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+• SEQ. : K 1 5 6 1 1 9 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reeponsiblllty of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, ` TRANS I D•• LINK design bads be applied to any component. end are for"dry condition"of use. E X P F RES: 1 2/31/201 6 8.Design assumes full bearing al all supports shown.Shim or wedge If November 30,2015 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication.handling,shipment end installation of components. 7.Design assumes edequste drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Pates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCS(.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of pieta In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}Z 10.For basic connector plate design values see ESR-13t t,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5-( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" ,r f 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" MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" MAX HORIZ. TL DEFL= 0.022" @ 6'- 3.7" 6.00 4 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, 0 I Truss designed for wind loads M-4x6 co in the plane of the truss only. 0 3 1 N f-----"I'll"'"'"'"'"'""r iiiii ini .....--__ Nam.....-____ 0 7 rn 11111 7 71 M-3 x4 of 1 2 Mf'3x4 0 0 M-3x4 M-3x5 ), y y y 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-08 y ..<(' PRQpFss 'PROVIDE FULL BEARING;Jts:2,4,7 I ��� 0.\GI •E /Q '2 4. ¢` :9782PE c' _air 441109 JOB NAME: 3413-B POLYGON NW - CJ3 ".7 . / mil Scale: 0.5126 /'� 4 WARNINGS: GENERAL NOTES, unites otherwise noted: /� -7+ OREGON J 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en Individual ��(�/ A� .ri. l�. Truss: CJ3 and Warnings before construction commences. building component,Applicability of design parameters and proper ^l amy Ab (._ 2.2x4 compression web bredng must be Installed where shown•. Incorporation of component la the responsibility of the binding designer. 3.Additional temporary bracing to inure stebllity during construction 2.Design assumes the top and bottom unlchoess braced to be laterally braced at /1A U L C1 Is the reeponsibllly of the erector.Additional permanent bracing of 7 o,c.end at 10'o.c.respectively unless throughout their length by J"" continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 11/30/2015 the overall elnature is the responsibility of the building designer. 3.So Impel bridging or lateral bredng required where shown. SEQ.: K1561196 4.No bad ehoud be applied to any component until after all bracing and 4.Installation of truss Is the reeponsibdNty of the respective contractor. f r� !)rye�'{{ fasteners are complete and at no time should any butrusses are to be used In a non-corrosive environment, and are for"dry condition"of use. EXPIRES: G/t7 2tJ[ T RAN S ID: LINK design beds be applied to any component. 5.CempuTrus has no control over and assumes no responsibility for the 6.Design minium.NII been at all supports shown.Shim or wedge If bn,handling, necessary, febriutNovember 30,2015 g,slat pment and installation of component., 7.Design assumes adequate drainage is provided. 6.This design Is tumished subject to the imitations set forth by 6.Plates shall be located on both feces of truss,and placed ao their center TPI WTCA in SCSI,copies of which wIN be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z to.For basic connector plate deign values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 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) 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 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.B, Truss designed for wind loads in the plane of the truss only. en 0 I �I 1 2 WM-744► -f 41 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 cck0 PROF6-6, k,C,`c� NGiNEC'4 f�2 z9782PE ��" JOB NAME : 3413-B POLYGON NW - CJ7air �;r► Scale: 0.5126 ,v WARNINGS: GENERAL NOTES, unless otherwise noted: (/ 1.Budder and erection contractor should be eddied of al General Notes 1.This design b based only upon the parameters shown and Is for an Individual9j�- • E G O N o Truss: CJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper !.P ji t 2.aro compression web bradng mule be Installed where shown�. incorporation of component Is the responsibility of the building designer. 9� (JA r 3.Additional temporary bracing to Insure stability during canetnrdbn 2.Design assumes the lop ale bottom chords to d laterally braced at 7 ^/ J Is the respon4billly of the erector.Additional permanent bracing of 7 o.e.end at 1g'o.e.respectively as vey unless breced throughout their length by V continuous sheathing such apywood sheathing(TC)end/or drywel(BC). PA Li L V` DATE: 11/30/2015 the overall structure Is the responsibely of the budding designer. 3.a<Impact bridging or lateral bracing required where shown s s SEQ. : K 15 6119 7 4.No bad should be applied to any component ural after all bradng and 4.Installation of Was is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. and are for'dry condition"o1 use. TRANS I D: LINK 8.Design ammo,full bearing at all supports shown.Shim or wedge if EXPIRES: 12/t71/2016 5.CompuTrw has no control over and assumes no responsibility for the naceapry, fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is prodded. 8. N�Ve Cl'1I)e 30 r� 5 This desiBr gn is furnished subject to e lblb atdons set forth by 8.Plates shill be bated on both feces of truss,and placed so their center r G TPUWTCA In SCSI.copies of which coil be furnished upon request. Ines coincide with Joint anter Imes. 9.DigitsIndicate as of plate In inches.MiTek USA,Inc./ComPuTrus Software 7.6.6 1L�E io.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=1-805) 447 2x9 KDDF #1&BTR A LOADING 9-5=( -10) 5 4-8=1-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 973V -54/ 144N 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR ISPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed= 0.972" f ff f MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" S -0' 12 4 6.00 Design conforms to main windforce-resisting f system and components and cladding criteria. Wind: 140 mph, h= 1.2f , ASCE7: 2dt:l6216P05 e truss only. 0o 0 M-4x6 4211111.11111111111.11.1101.11111111 ,dAgliNgrIMM.M....m... ." - ----- " m MO o M-3x4 01 1 �� 1 o MI3x4 0 M-3x4 M-3x5 .6 .6 J' .6 2-03-12 5-02-12 0-05-08 R J., 1-00 J, 2-05-08 y 8-00 5-06-08 y '`(ci�D f P Ole?ss 4x- 89782PE 9<" JOB NAME : 3413-B POLYGON NW - CJ8 `'` Scale: 0.4751 ...ry /'� WARNINGS: GENERAL NOTES, unless otherwise noted: 7A OREG�N�O�� 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual +��-j��/G�s Cx. Truss: CJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper �`'J `, 2.204 compression web bradrq must be'Malted where shown+. Incorporation of component Is the responelbglty of the building designer. `, / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dards to be laterally braced al hA U L Q V Is the responsibility of the erector.Additional permanent Madng of T o.c.and at 10'c.c.rsuch ci sly unless braced throughout their length by f"' continuous sheathing such es plywood sheethkp(TC)and/or drywal(BC). DATE: 11/30/2015 the overall structure is the reeponsibltty of the bulding designer. 3.2i Impact bridging or lateral bradng required wirers shown++ SEQ.: K1561198 4.No bad 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 buds greater than 5.Design assumes trusses are to be used In a non-conceive environment, T RAN S I D: LINK design beds be applied to any component. and aro for"dry condition"of use. EX12/31!2016 5.CompuTrus has control over and assumes no responsibility for the N.Design assumes MI bearing at all supports shown.Shim or wedge If November 30,201EXPIRES:R ES:5 necessary. fabrication.handling,shipment and Installation of components. I'.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of true.,end placed so their center TPI WTCA In SCSI.copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size Opiate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=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-(0) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" 9 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" 9 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" 9 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075^ 9 4'- 4.8^ Allowed = 0.467" MAX HORIZ. LL DEFL - -0.000" 9 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000^ 9 1'- 10.9- I 1' 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h-19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -a' O 01 O I V I -tel 4 O M-3x4 ; y ci 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 8-00 „•ci, ..0 PR Gress �`5 {GNG►INE-,c� /0 ct :9782 P E 9v'' JOB NAME : 3413-B POLYGON NW - J1 �,► ...1110"Scale: 0.6001 r;'.WARNINGS: GENERAL NOTES, unless otherwise noted: V c N. 1.Budder and erection conlrador should be advised of al General Notes 1.This design Is based only upon the parameters shorn and is for an Individual 1' .OREGON O ar,,, Truss: J1 and Warnings before construction commences, building component.Applicability of design parameters and proper (/�,e ��( 2.2x4 compression web bracing must be Installed where shown.. incorporation of component la the responsibility of the building designer. .d� if/1 RY G 3.Addition.'temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 77 �1 J Is the responsibility of the erector.Adddlonal permanent bracing of 7 o.c.and at 10'c.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywetl(BC). PA U L DATE: 11/30/2015 the overs'structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K1561201 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and ars for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. November fabrication,handling.shipment end Installation of components. 7,Design assumes adequate drainage is provided. November 30 1701 5 B.This design la furnished subject to the limitation set forth by 8.Plates shall be bested on both faces of truss,and placed so their center r TPUWTCA in Blot,copies of which wil be furnished upon request. lines coincide with joint center lines. 9.Digits indicele size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O /- 1 ' 1 1 Iri1 1 2 1111 .4 -! M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 8-00 PR Qp4:0s ���� ANG I N Etch fol •9782PE fir' JOB NAME : 3413-B POLYGON NW - J2 • ��► Scale: 0.5751 '107 WARNINGS: GENERAL NOTES, unless otherwise noted: v EG�N 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,y `� • Truss: J 2 and Warnings before construction commences. budding component.Applicability of design parameters and proper 5' / O �S`7' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. .T19 (//� G 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at 77 'l Is the responsibility of the erector.Additional permanent bracing of • 2'o.c.and at 10'a.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). P/�U L DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.23(Impact bridging or lateral bracing required where shown+ SEQ.: K15 612 0 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbllity of the respective contractor, fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design Wads be applied to any component. end are for"dry condition"of use, 5.CompuTnis has no control over and assumes no responsibility for the 6,Design assumes NII bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIMWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size or plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. 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 CD ,jr1 210 ►��. -/ M-3x4 y l 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ‘y0cD PRss 8'782PE JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5501 • ' WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 17 OREGON v Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper s , (� 2.2.4 compression web bracing must be Installed where*howl+, incorporation of component Is the responsibility of the building designer. �� (/^ 3.Additional temporary bracing to Insure stability during construction 7 2.Design assumes the top and bottom chords to be laterally braced at ^f Is the responsibility of the erector.Additional permanent bracing of o.c,and at 10'o.c,respectively unless braced throughout their length by \ V continuous sheathing such es plywood sheething(TC)and/or drywall(BC), /(IJ t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required vfiere shown++ !1 1- SEQ.: K15 612 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Dealgn assumes trusses are to be used In a non-corrosive environment. T RAN S I D: LINK design loads be applied to any component, end are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsiblliy for the 6.Design assumes NII bearing at as support*shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center November 30,2015 TPVVVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 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=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 480V -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. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX TC PANEL LL DEFL = 0.270" @ 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" 3 -, 12 Design conforms to main windforce-resisting 6.00 , system and components and cladding criteria. (' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. <r 0 4, rn o I f: RA 1 1 21'....-7.14 40 0 M-3x4 ; y y 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 <<,��p PRQ1Cess �s<� ANG t N 9- --L �` :9782PE ter" JOB NAME : 3413-B POLYGON NW - J4 Amy .''' Scale: 0.5126 WARNINGS: GENERAL NOTES, union. ,/ essq OREGON h I.Builder and erection contractor should be advised of ail General Notes 1.The design It based only upon the parameters shown and M far an Individual O� Truss: J4 and Warnings before construction commences. building component.Applicability o1 design parameters and proper ?,���q Y 2 ��" 2.2t4 compression web bracing must be Installed where shown c, Incorporation 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 dards to be laterally bead etR 1 V is the responsibility o.c.and al 10'o.c.respecisly unless braced throughout their length by ` sponsibility of the erector.Additional permanent bracing of continuous ahesthing such as plywood ansething(TC)and/or drywaN(BC). PA 1 't 0 DATE: 11/30/2015 the overall stmdure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown... �"1 C1 1. SEQ.: K 15 612 0 4 4.No load should be applied to any component until alter all bracing and 4.Installation of tons la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component, and are for"dry condition"of use. 8.Design assumes full besrinp at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTnn a has no control no over and assumes responsibility for the necessary. febricstion,handling,shipment end Installation of components. T.Design assumes adequate drainage Is provided. November ovem be r 3n 20 1 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be Waled on both faces of truss,and placed so their center I V L, TPINYTCA In SCSI,copies of whk:h MI be furnished upon request. Ines coincide with Joint carder linos. 9.Digits Indicate size of plate In Inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cc1=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 2BV 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -1 MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 ► Design conforms to main windforce-resisting 6.0017' 3 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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. u7 rn o 0 2►' 5►� M-3x9 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,5,3,4 1-11-11 a�D P R O/ass cL`� 0NGtNE�'4 J�'�' :9782 P E 9�" JOB NAME : 3413-B POLYGON NW - J5 ,✓,'/, „�� Scale: 0.4500 WARNINGS: GENERAL NOTES, uNess otherwise noted. ' V 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and is for en Individual �j�-OREGON O) Truss: J5 end Warnings before construction commences. building component.Applicability of design parameters and proper vi (9 2.2x4 compression web bracing must be installed where shown+, Incorporation of component la the responsibility of the binding designer. ..A [//► V 3.Additional temporary bracing In Insure stability during construction 2.Design assumes the top and bottom sencholer to be throughoutaterally braced at 7 ^1 R Y '1 J is the reeponelbiliry of lin erector.Additional permanent bracing of 7 o.c.and at 10'c.c.respeclWely unless traced their length by continuous sheathing such as*wood sheathing(TC)and/or drywel(BC). PA UL zit s DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+e �"1 SEQ.: K 15 612 0 5 4.No bad should be applied to any component until alter al bredng and 4.Installation of truss Is the responsibility of the respective contractor. listeners are complete and at no time should any beds greater than 5.Design assumes trusses era to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and ere for"dry condition"of use. 5.CompuTnn has no control over end assumes no reeponsibillty for the 6.Design assumes NII bearing del supports Mown.Shim or wedge if EXPIRES: 12/31/2016 necessary, fabrication.handling,shipment and inetalletion of components. 7.Design eswmes adequate drainage is provided. November 30 201 5 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their centerr TPVWFCA le SCSI,copies of which MI be furnished upon request. lines coincide with Joint center line. 9.MiTek USA,Inc./Com Trus Software 7.6.6(1L E O Digits basicciconate ectsizr plata in inches. Pu � 10.For connector plate design values see ESR-1311.ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed - 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -/ Design conforms to main windforce-resisting ° system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. 0 v, rn 0 0 2"'I'-----' 5....=.... I o M-3x4 y 1-00 y 8-00 y 3-11-11 o' ‘.4 OSS 'PROVIDE FULL BEARING;Jts:2,5,3,4 I fA`› �NGIN � �dl, �- :9782PE -53:..... JOB NAME : 3413-B POLYGON NW - J6 s -�' Scale: 0.3858 WARNINGS: GENERAL NOTES, unless otherwise noted: �� 40 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters drown and Is for an Individual OREGON '.- Truss: J 6 and Warnings before construction commences, building component.Applicability of design parameters and proper �/ CO Qr 2.2x4 compression web bracing mud be installed where drown•. ration of component Is the responsibility of the bolding designer. �• / (/'J R Y C 3.Additional temporary bracing to Insure steblllly during construction 2.Design assumes lbs Hp and bottom chords to be laterally braced d 7 /�_ '`J ��j_ Is the responsibility of the erector,AddNrond permanent bracing of 7 o.0.and at 10'o.c.respectively unless braced throughout their length by �` V` DATE: 11/30/2015 the overall sbuclure Is the responsibility ng e 3.at impactbridging o,lateralg such braadingoreequiredh�e eovmand/or drywal(BC). p/A 1 , spondbAl of the buldl designer. I'�1 u SEQ.: K 15 612 0 6 4.No bad should be applied to any component until eller al bracing and 4.Installation of truss Is the reapondbiNty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design aswmss trusses are to be used In a noncorrosive environment, design beds be applied to any component. end are for"dry condition"of use. TRANS I D: LINK S Design assumes MI bearing et all pp supports Shown.Shim or wedge if 5,CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2016 rubrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30 201 5 6.This design furnished subject to the Ikneatbns set forth by B,plates shag be bated on both faces of truss,and placed so their centerr TP WsTCA In BCSI,copies of which will be furnished upon request. Nnes coincide with Joint center lines, 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E t0.For basic contractor plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #10BTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 4- 8=( 0) 246 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V = BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed - 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed - 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL - 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 1' 43204 4320# T 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 1J2' M-4x6 M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 r End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o 1 O © �.5 6171 f- o I I o M-3x4 M-3x4 M-1.5x3 M-3x4 0 y y y y 5-08-08 2-08-12 5-06-12 y 1-00 y 14-00 y 1-00 y ���D PRQ�rFSs �C? tAG1 NEed, r0 :9782PE 11.1:, JOB NAME : 3413-B POLYGON NW - P1 . - or Scale: 0.3991 / WM / 40 WARNINGS: GENERAL NOTES, unless otherwise noted: , V /'�/� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual '7 -OREGON O� Truss: 01 and Warnings before construction commences, building component.Applicability of design parameters and proper �//' ('9 2.2x4 compression web bredng must be installed where shown., Incorporation of component la the responsibility of the buRding designer. �� (/� IG V I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to W kterelly braced at 7 J �G05e Is the responsibility o}the erector.Additional permanent bracing of 7 o.c.end et 10'o.c.respectively a.ply unless braced throughout their length by ` continuous sheathing such as plywood sheet when C)andlor dryweN(BC), p/�U` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown++ /y L SEQ. : K 15 612 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D"• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTnts hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30 2� ieJ 8.Thla design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their ismer t TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E I0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 KDDF STAND 3-4=(-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= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63N 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 INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 12 12 6.00 IlM-9X4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 m_4. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IL' load duration factor=1.6, y End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1.1 rn m PP- ill o 1 5 0 I I o M-3x4 M-1.5x3 M-3x4 y y y 7-00 7-00 R y 1-00 y 14-00 y 1-00 '(('N-'G N�F�SS f ....c- :9782P r JOB NAME : 3413-B POLYGON NW - P2 • Scale: 0.3991 '107 XX WARNINGS: GENERAL NOTES, unless otherwise noted: C/ 1.Builder and eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an Individual A 1;//(: ,a -E 1 O N " e,�� Truss: P 2 and Warnings before construction commences. building component.Applicability of design parameters and proper :Ly ;(/ (1 �( 2.2x4 compression web bracing must be installed where shown . fncorporotlon o}component Is the responsibility of the building designer. .A�� // ` ` �(� 3.Additional temporary bracing to insure stabilityduring construction 2.Dealgn assumes the top and bottom lords to be laterally braced at 77 4 A J `� lithe responsibility of the erector,Additional permanent Madng of 7 o.c.end at id o.c.respsetNafy unless braced throughout their length by V continuo.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+* 1 L SEQ. : K1561208 4.No bad should be applied to any component until after all bradng and 4.Installation of buss lathe responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes full Dearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. labrtcatien,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November be r 30 6.This design Is fumlahed subject to me limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center 1 r ,2015 TPWyTCA In BCSI,copies of which wit be furnished upon request. Ines coindde with old canter lines. H.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values we ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 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 BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ ON 5.50" 0.65 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 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" @ 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 1 I f MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" s- 1 M-1.5x3 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Ii Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. iiikihi m 0 r 0 I m m 11116111110 S** OEME03 I 0 M-1.5x3 M-3x4 ), y 0-05-12 6-00-04 1 y y 6-06 1-00 8( %c PRQp�ss 'l ��„co 0NOINE '4' /0 2 89782PE ��" JOB NAME : 3413-B POLYGON NW - P3 • Scale: 0.5233 .'d WARNINGS: GENERAL NOTES, unless otharwlse noted: '� OREGON 40 1.Balder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters strewn and la for an Individual ' Truss: P3 and Warnings before construction commences. building component.Applicability of design panmelers and proper r/0,, C) �' 2.2x4 compression web bracing must be installed where shown*. Inarponthn of component Is the responsibility of 1M balding designer. ='9, VA 1f I 3.Additional temporary bracing to Insure Stability during construction 2 Design assumes the lop and bottom dards to M laterally braced at 77 '^'ff ',J ��iV. Is the responsibility of the erector.Additional permanent Mating of 7 o.c.and et 1D'o.c.respectively unless broad throughout their length by antlnuous sheathing such as plywood sheathing(TC)and/or drywal(BC). �/� l n\ DATE: 11/30/2015 the overal structure is the responsibility of the bulking designer. 3.2x Impact bridging a lateral bndrg required where shown r.* I S L SEQ.: K 15 612 0 9 4.No bad should be applied to any component untie after all bracing and 4.Installation of truss Is the rosponeibilty of the respective contractor. fasteners are complete and al no lime should any beds greeter than 5.Design assumes trusses are to be used Ina noncorrosive enWronment, TRANS I D: LINK design bads be applied to any component, end are Tardy condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge It EXPIRES: 12/31/2016 tabriation,hendlbg,shipment and installellon of components. 7.Design assumes adequate drainage N provided. November 30 r 2015 B.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their anter TP WYICA In SCSI.copies of which wl1 be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of piste in Inches. MtTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bate connador 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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" -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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 G7' 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M O I 111 o II1 2f�1 0r-, --! M-3x9 y l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ,- PR p,c- ,,,O\ Fss r`� �NGINF -� /0• ,�L ZI JOB NAME : 3413-B POLYGON NW - PJ1 `,✓�-- ��r Scale: 0.6771 Wir WARNINGS: GENERAL NOTES, unless otherwise noted: vJ I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual y i' OREGON O"`. Truss: PJ1 and Warnings before conetruclion commences. building component.Applicability of design parameters and proper 'G,y /' 2.2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. .1;e5) (/A /rte 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 7 rr�- 'l � ` Is the responsibility or the erecter,Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA 1 ,1 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown** u SEQ.: K 15 61210 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibaaty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses era to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Pales shall be located on both faces of truss,and placed so their center November 30,2015 TPI/WTCA in 91St.copies of which will be furnished upon request. lines coincide with joint center(lose. 9.Digits indicate size of plate In inches, MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1900(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-65) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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" -91/ 396V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. (4 rn Iri101120 ���4 M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' � WE PRo,�e C~; ANG'N� ,9 89782PE JOB NAME : 3413-B POLYGON NW - PJ2 • • Scale: 0.6146 -41.4 WARNINGS: GENERAL NOTES, unless otherwise noted: (I ry U) 1.Balder and erection contractor should be advised dal General Notes 1.This design Is based only upon the parameters shown and is for an Individual - OR EGO N O Truss: PJ2 and Warnings before construction commences. bulding component.Applicability of design parameters and proper 't/'� „ 2.2x4 compression web bracing must be Installed where shovm.. Incorporation of co component lithe responsibility 2.Design assumes the top end bottom chords to be laterally braced et <V(� ity of the building designer, /� r {+' + 3.Adelonal temporary bracing to Insure stability during construction "'1 J j` Is the responu bilily of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and'or drywal(BC). U L DATE: 11/30/2015 the overaN structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• /S SEQ.: El5 61211 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, T RAN S I D" LINK design toads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing 0 all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA In BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. i 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR•1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 fl1&BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T ' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -f Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M r'1 O 1 I O _ I 1 2��� 4��M O M-3x9 y .Jr : 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 1 (GQ, ,D P R Q . � NGIN4 rr`w � OL�'�` :9782PE ,-- JOBJOB NAME : 3413-B POLYGON NW - PJ3 • -Ai, Scale: 0.5762 'lir if WARNINGS: GENERAL NOTES, unless otherwise noted, 1✓' /'�/� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters ehavm and is for an Individual *,,,.174/Z/ "9 a R EGON O� Truss: PJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper LI�rr� / ���111 i 2.244 compression web bracing must be Installed whale shorn+, incorporation of component la the responsibility or the budding designer. I� (j/F Ry G am+ • 3.Additional temporary M mHg to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 7 'l J 7 o.c.end et 10'o.c.respectively unless braced throughout their length byNI lathe responsibility of the erector.Additional permanent bracing of ' /(( continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). p ' f 1 0 DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ I°�(J 1+ SEQ.: K1561212 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility env respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for`dry condition"of use. [� t� r�q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/3 d/2 016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2 0 1 5 6.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 1 f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 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=15ft, 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 3 -f in the plane of the truss only. 0 o 4 rn 0 El 01 r 1 2i0.20 40E:10 M-3x4 y ,1 y 1-00 2-00 1PROVIDE FULL BEARING;Jts:2,4,3 ��� ° PR°Fes `� NGNSsr0, R 2t9r�" :9782PE JOB NAME : 3413-B POLYGON NW - SJ1 ,,, -..." Scale: 0.6957 ' WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ OREGON 1.Builder end erection contractor should be advised of d General Notes 1.This design Is based only upon the parameters shown and is for an i divklual �" Truss: SJ1 and Warnings before condructbn commences. building component.Applicability of design parameters and proper /, {� 2.So4 compression web bracing must be Installed whore shown.. Incorporation of component Is the responsibility of the building designer. .A,(/r� G V 3.Additional temporary bracing to insure stability during construction 2.Design'assumes the top and Sodom chards to W laterally braced d 7 R ',a s Ms responsibility of the erector.Additional permanent bracing or Z o.o.end at 1g'o.c.respactNety unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). p/I U`L �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or latent bradng required where down«. �7 . SEQ.: 1(15 61214 4.No bad should be applied to any component until after al bradng and 4.Installation of truss Is the responsibility of the respeahe contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assume.n o responsibility ler the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 neuassry, febrteatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, November l oVe m be�30 8.This design la furnished subject to the limitations set forth by S.Plates shall be bested on both faces of truss,and plaud so their center t U J ,2015 TRIM/TCA In SCSI,copies of which will be furnished upon request. Ince coincide with Joint canter lines. 9.Digits Indicate of MITek USA,InciCompuTrus Software 7.6.6(1L)-E 10.For basicconnectorptiocMs e de pie sign values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Ccg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f lAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed - 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 [7' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1112 -/ /1 O I IISZEN 3 1111111.- 111 --! M-3x4 y y 2-00 !PROVIDE FULL BEARING;Jts:1,3,2 s9782PE ��' JOB NAME : 3413-B POLYGON NW - SJ1X Scale: 0.7901 WARNINGS: GENERAL NOTES, unless otherwise noted: • KI t 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 7 OREGON oN.-.- Truss: �. SJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper 4Z, Cl Incorporation of component Is the responsibility of the budding designer. ,e1J�� A sy G `V (�"► 2.2x4 compression web bracing must be installed where shown*. ry 97 ''l1/`( J • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 7 a.c.end et 10'o.c.respectively unless braced Throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). p/�U t +� DATE: 11/30/2015 the overall structure la the responsibility of the budding designer. 3.Zr Impact bridging or lateral bracing required where shown a+ PAUL{. SEQ.: K1561215 4.No bad should be applied to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 neceasery. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2 015 • 6.This design is furnished subject la the limitations set forth by 6.Plates shag be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of witch wig be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc.JCompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311.119.1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0,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 = 92.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 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 29 "oc spacing. ' 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 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=1.6, o Truss designed for wind loads I in the plane of the truss only. (V M O I 2�� 400.--- 1 M-3x4 l ), , l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I �c:~c, NGINR ��2 C' :9782PE 17_, JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7840 rjr WARNINGS: GENERAL NOTES, unless otherwise noted: 1;,/ 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual OR EGO N ''� Truss: SJ2 and Warnings before construction commences. building component.Applludllty of design parameters and proper �,r� ff' 2.2x4 compression web bracing must be installed where shown•. Incorporation of component Is me responsibility of the binding designer. 7� �J/I y 5 V 54* 3.Additional temporary bracing to Insure stability during consiruction 2.Design end at I S the lap and bottom ass braced to be literally throughout braced at 7 'l R '` Is the responsibility of the erosion.AddBlensl permanent bradrg of cNI 0.0. at 17 o.c.Such a respectively unless Throughout their length by continuous sheathing such as plywood Meadning(TC)andlor drywel(BC). p/� l ` DATE: 11/30/2015 the overall structure Is Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.1... /1 L SEQ.: K 15 61216 4.No load Mould 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 assume.trusties are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition"of use. Ma swum.no Design assumes full bearing at at supports shown.Shim or wedge if EXPIRES: 12/01/2016 5.CompuTna s no control over enswum.no responsibilityler the necessary. �j fsbrkatlon,handling,shipment and Inetellatbn of components. 7.Design assumes adequate drainage Is provided. November m bei 30 8.This design Is furnished subject to the limitation set forth by 8.Plates Mal be located on both faces of truss,and placed so their center r 2 5 TPIIWrCA In SCSI,copies of which MAI be furnished upon request. Inca coincide with joint center lines. MiTek USA,Inc./Com True Software 7.6. 1 L E 9.Digits indicate eine of plata Inches. pu 6( ) 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 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" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 Design conforms to main windforce-resisting system and components and cladding criteria. lf 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. CV rW O /1 1 1- M-3X4 2-00 1-11-11 �Q, D PRQ,c (PROVIDE FULL BEARING;Jts:1,3,2 I `� GIN4,9 fO 9782 PE JOB NAME : 3413-B POLYGON NW - SJ2X `.•✓, ,/� Scale: 0.8965 WARNINGS: GENERAL NOTES, unless olhenvise noted: t,I 1.Builder and erection contractor should be advised of al General Notes 1.This design le based only upon the parameters shown and Is for an Individual '"9 OREGON V" Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper 2,2s4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer, J �+� 3.Additional temporary bracing to Insure stability during construction 2.Design assumaa the top and bottom chords to W letersly braced at 77 `- l Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unities braced throughout their length by T , continuous sheathing such es plywood sheething(TC)andior drywel(BC). 1 PA U t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown** �`1 L. SEQ.: K 1 5 6 12 17 4.No load should be applied to any component until alter sl bracing and 4.Installation of truss Is the responsibilty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, design loads be applied to any component. end are for'dry condition"of use. T RAN S I D: LINK6.Design assumes full bearing at sl supports shown.Shim or wedge If 5.CompuTrua has no control over and assumes no responsibility for thenticeewry. EXPIRES: 12/31/2016 fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. lel Quem her 3O 6.This design Is furnished subject to the Imitation set forth by 8.Plates shall be located on both faces of Wes,end placed so their center I�I lJ J ,2015 TPbWrCA In SCSI.copies of which coil be furnished upon request. Ines coincide with joint center lines. H.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L).E 1o.For basic connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 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" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 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 a in the plane of the truss only. r•1 -. 1 2 I 4I M-3x4 y l y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I " cy,\ED PR Opess co r:s ANG I N fq2 '97S2PE v� JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Bolder and erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and Is for an Individual "�j�-OR E G OI(�'V O Truss: SJ3 and~nice before construction commences, building component.Applicability of design parameters and proper I(//// 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the rewsnslblcy of the building designer.2. /► 3.Addllonal temporary bracing to Insure stability during construction 2.Design eesumas the top end bottom chords to be laterally braced et 7T '1 y ', ��j Is me responsibility of the erector.Additional permanent bracing of � 7 o.c.end at 117 o.c,respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywsl(BC). p/� f L DATE: 11/30/2015 the overall structure is the responsibility of the building ding designer. 3.2.Impact bridging or lateral bracing required where shown+• v'"1 SEQ.: K 15 61218 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 end al no time should any beds greater than 5.Design assumes trusses era to be used In a noncorrosive environment, design loads be applied to any component. and ere for"dry undlion"of use. T RAN S I D: LINK6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility br the neusssry. November fabrication.handling.shipment end Installation of components. 7.Design assumes edequals drainage la provided. 30 8.Thle deign h furnished subject to the limitations set forth by 8.Plates shell be bated on both faces of truss,and placed so their center ,2 015 TPYWtCA In SCSI,copies of which will be fumiehed upon request. Ines coincide with Joint center tins. 9.Digits Indicate size of plate In inches MITek USA Inc./CompuTrus Software 7.6.6(11.)-E 10.For basic connector plate deign values see ESR-1311,ESR-1988(MiTek) Symbols y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury lin= Dimensions are in ft-in-sixteenths. 11% 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 01 „ 2. Truss bracing must be designed by an engineer.For '/16" 4 wide truss spacing,individual lateral braces themselves o W EBSIlpip, may require bracing,or alternative Tor I 141,110, o bracing should be considered. ■_ O O= 3. Never exceed the design loading shown and never Ai U stack materials on inadequately braced trusses. O 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-7 c5-6 i-- designer,erection supervisor,property owner and plates 0-'i a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate io.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated b 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. 4111111M110 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0111111 project engineer before use.18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. , is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon(cctengineering.com BULLETIN Date: April 6, 2016 Number: CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23 — Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. 0,pPRO�-,* 1 I Ni! 60 tREG§Nk 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6, 2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon _ Polygon Northwest_Company — - Rick Tolleshaug Milbrandt Architects Alexia Fukui Milbrandt Architects R:115238 River Terrace\Bulletins115238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers lot MiTeV MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT LOT 23 PATIO COVER 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: K1815510 thru K1815511 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4bPR6 74&N4\Fe89200PE r art 4i OREGON z& /4 M r 1 4 2�o,Q'V- F�4RILL • March 16,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'-10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE-1.15 1-2=( 0) 29 2-6=(-224) 1074 6-3'( 0) 293 BC: 2x4 KDDF 11SBTR SPACED 24.0"O.C. 2-3-(-1163) 158 6-7=(-230) 1066 3-7-1-1131) 205 WEBS:2x4 KDDF STAND 3-4=( -82) 74 7-4-)-185) 104 LOADING 4-5=( -9) 2 TC LATERAL SUPPORT<=12"OC.UON. LL(25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF BC LATERAL SUPPORT<=12"OC.UON. DL ON BOTTOM CHORD- 10.0 PSF TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 1.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL-25 PSF Ground Snow(Pg) 0'- 0.0" -105/ 707V -42/ 125H 5.50" 1.13 KDDF ( 625) 12'-10.0" -74/ 563V 0/ OH 5.50" 0.93 KDDF ( 625) For hanger specs. -See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL- 0.002"@ -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL=-0.003"@ -1'- 0.0" Allowed= 0.133" MAX LL DEFL=-0.034"@ 6'-11.5" Allowed= 0.596" MAX TL CREEP DEFL--0.075"@ 6'-11.5" Allowed= 0.794" MAX LL DEFL- 0.000"@ 0'- 0.0" Allowed- 0.012" MAX TL CREEP DEFL- 0.000"@ 0'- 0.0" Allowed= 0.017" MAX HORIZ. LL DEFL- 0.009"@ 12'- 4.5" MAX HOAR. TL DEFL- 0.016"@ 12'- 4.5" 7-01-04 5-08-12 Design conforms to main windforce-resisting f f f system and components and cladding criteria. 12 Wind: 140 mph,h-20.8ft, TCDL=6.0,BCDL-6.0,ASCE 7-10, 3.00 v M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor-1.6, End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. M-3x9 d to 11,14 0 a ,-I -..mdligggllgIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII.Rmw..._ ..o: 6 o M-3x4 M-1.5x3 M-3x9 1 b 1 6-11-08 5-10-08 y 1 00 y 12-10 0-0}-08 ,�<<,�NGIN�E�.9, „LWo � 29 89200PE JOB NAME: NRT LOT 23 PATIO COVER - P2 /- --- -. - - -. - _ - _ _ _ _ - _- - Scale: 0.4073 .4 r"' Cr w/WENos: altERAL NOTES. unless othenmse noted OREGON 1 Bu elder aha erecedvised on contractor should Ea aof ale General No. 1 The despr is based only upon the Parameters shown and a for an P... 7. 44, Truss: P2 and Warnings before oonsn von commences biianocomponent nuvicani ty of desrgn parameters and poPar /� C, A, n Z as compression web bung must be installed where shown. mrpora0on ot component a the responsibly of the bulling despner < Y 3.AddNonal temporary bmcmg to insure stabil,dump construction 7 Design assumes the top and bottom chords to be laterally braced at O ,2 4o A e the responsldlay dine enactor Fddinonal permanent bracing of 2'o c a.at 10 o c respectwely unless braced throughout mer length by f DATE: 3/16/2016 the owraII structure a the con of the building des continuous sheathing such as ping regywood neammg re shown and/or aryw-ancBC7 MER R F•-\` rnporei Y g prier 3 1a Impact bridging or Wte ml bracing rpueed where shown.. SEQ.: K1815510 4 Noloadshouldbeappliedmany component ungafter all twang and a lnsauao°n oftruss isthe respo bnyortherespect.contractor fasteners are compete and at no erne should any loads greater man 5 Design a mes busses are to be usm a noncrv.orrosemmmnment. TRANS ID: LINK design loads beappedtoany component and are osud cond.,o use ed 5.comp,Trus has no control over a.assumes no respires.y M the 6 Design assumes"°Oeamg at ab supports shown Shim or wads.d EXPIRES: 12/31/2017 ecu., febcabonhandlngshipment ane installation of components 7 Design assumes adequate drainage a provided March 16,2016 8 T.design a famished sub,to the amtabons set forth by 8 Pe.shah be boated on both faces of truss and paced so mer center TPIMRCA n BCS(copes of which Yell be fumehed upon request tines concede wth pint center Imes Wilk USA,Inc!Co Trus ORBSS,e 7.8 7(1 L)-E 9 For b slecon see or pate m,genes moat t0 For basic connector plata daspn values see ESR 1311,ESR-1988(MiTab) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'-10.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41013TR LOAD DURATION INCREASE=1.15 1-2=) 0) 29 2-6"(-224) 1074 6-3-( 0) 293 BC: 2x4 KDDF 416BTR SPACED 24.0"O.C. 2-3-(-1163) 158 6-7=(-230) 1066 3-7-(-1131) 205 WEBS:2x4 KDDF STAND 3-4-( -82) 74 7-4=(-185) 104 LOADING 4-5-) -9) 2 TC LATERAL SUPPORT<=12"OC.VON. LL(25.0)+DL( 10.0)ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT<=12"0C.UON. DL ON BOTTCM CHORD- 10.0 PSF TOTAL LOAD- 45.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 1.5" LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LL-25 PSF Ground Snow(Pg) 0'- 0.0" -105/ 707V -42/ 125H 5.50" 1.13 KDDF ( 625) 12'-10.0" -74/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) M-1.5x9 or equal 7.27.' non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (on). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. n P BOTTDM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP 'GOND.2: Design checked for net(-5 P P sf) uplift at 24 "oc spacing. approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. •'For hanger specs. -See a 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--0.034"@ 6'-11.5" Allowed= 0.596' MAX TL CREEP DEFL--0.075"@ 6'-11.5" Allowed= 0.794" MAX LL DEFL= 0.000"@ 0'- 0.0" Allowed- 0.013" MAX TL CREEP DEFL- 0.000"@ 0'- 0.0" Allowed- 0.017" MAX HORIZ. LL DEFL- 0.009"@ 12'- 4.5" MAX HORIZ. TL DEFL= 0.016"@ 12'- 4.5" 7-01-04 5-08-12 T T f 12 Design conforms to main windforce-resisting 3.00 c...- system and components and cladding criteria. Wind: 140 mph, h-20.8ft, TCDL-6.0,BCDL-6.0,ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5 4 5 ,, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-1.5x4 0 M-3x4 I Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 3 eo of the same size and grade as structural top 00 o chord. Insure tight fit at each end of let-in. Of. 1505 - aOutlookers must be cut with care and are M-1.5x4 f permissible at inlet board areas only. ro M-3x5 1 v - 6 7 o M-3x4 M-1.5x3 M-3x4 1' ./- 6-11-08 6-11-0B 5-10-08 y 1-00 y 12-10 0-011-08 S' '�NG E�FSt9 Q :9200P_ r' JOB NAME: NRT LOT 23 PATIO COVER - P1 Scale: 0.3948 ` /a1100 WARNINGS: GENERAL NOTES, unless otherwise toted. • Ct OREGON I Budder and°ribbon contractor should be ad ised of all General Nobs 1 Tho design rs based only upon the...tars shown end le for an ndividui Truss: P 1 ane Warnings before cons nx on commences buildup componaM Appl.blity W despn parameters and poplar G 4, .IIx I` 2 2x4 compassion web bracng must be installed where shown+ incarporabon of component a the rasponsiWlM of be bulling designer Y r�O �+ 3 Addtonal temporary bacng to insure stahley dung constrocbon 2 Design 96w rtes IM top antl botlom chords m be laterally bated et O 14,[� C5‘'.- ..Me rasponvblAy d be erector Addaonal permanent bracing of 7 o c ane et 10 o c respectively unless braced throughout that lengm by �`[� DATE: 3/16/2016 the overall structure n the responsibiley or the braking des; .Impoua e 0 or such as acing required w...sheaths-OTC)moor drywall(BC) `rl R LL p ng �K 3 iv Impact Entlpng or leteral bracing rpulred wirer shown.. SEQ.: K1815511 4 No load should be appYedto any component until after all bribing and 4 I nstallabon of Vass oMe respolalb 10 of the respective e.t.a.! fasteners ars complete ane at no bre should any loads greater than 5 Design°seams busses are to be used n a noncorrosive enmmnment. TRANS I D: LINK design wads be apple°to any component and are ter as condr.n.0 use 5 Corn.Tne has no control over a.assumes no resporalbley for fi Design assumes NII bearing al all fur..shown Shim or wedge a EXPIRES: 12/31/2017 sary fabncabonhandrmg,stupmem and IMiallaton of components 7 Despn assumes adequate drainage a goaded March 1 6,201 6 6 The desk a fu man.SW,.to Me Ymeatrons set forth by a Plates shall be located on both faces of truss,a.placed w Men center TPI/WTCA n BCSI,copes of which will be fumed upon request Nims co..with joint center lines g ops indicate sue of inches MTek USA,Inc./Co PuTrus Software 7.6.7 L-E 10For basic connector pme design values sae ESR-1311,ESR-1999(MiTek) Symbols NumberingSystem y stem General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4I 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury ramDimensions are in ft-in-sixteenths. I4 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 -1/16" wide truss spacing,individual lateral braces themselves 11111110 Llig WEBS may require bracing,or alternative Tor I _EMIE „ bracing should be considered. A o' F U 3. Never exceed the design loading shown and never IIIII. 111111\11k\ U stack materials on inadequately braced trusses. OcLMa: a 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate �- designer,erection supervisor,property owner and plates 0 'i,d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 g 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 416 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR 1352,ESR(988 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 IP. Indicated by symbol shown and/or SYP represents values as publishedspecified. 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. %IMMO reaction section indicates joint 17.Install and load a number where bearings occur. vertically unless indicated otherwise. Min size shown is for crushing only. INN_0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ftMil is not sufficient. • m mre k BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, I ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013