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Plans (49) 0,k5-1-2_,00--- o2. 6 INN Ell —1---• }4.4, 11 3.69 5k,) t--' bce bt i / 0, mi MiTek8' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-399 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996177 thru R45996185 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �� cO PROF�sS �C, ��G1NE '9 /c/2 87022PE �c— cncv •>, OREGON ,-P 4/ C�OSM8 ER 1\�Q� A. N0;k e EX' :06/30/ ir November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56.22 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg1 HMTHTkUyEzqd 1¢- -i p-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 ® o N/ /'41 ,/\. / N. ../ N.. /\. /r- _ \- .\- . 444%14! 9 • • O O O/ 000��� ,IM 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 - 3x6- 3x6= 3x4 = 3x5- 11-1-0 I 18-6-8 I 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- F1:Edge,0-1-81,(12:0-1-8,Edgel,113:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=1540/0,11-12=-1540/0,12-13=-1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. P R 3)Refer to girder(s)for truss to truss connections. d OF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'\� G NE ss, at the bearings.Building designer must provide for uplift reactions indicated. (Gl`� FR O 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' . 870 2 P E �r" 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 7 -02` OREG N (-19 4/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 -- 0 1'7BER "\ P` Uniform Loads(plt) S Vert:22-35=-8,1-21=80 A. N�R Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 1 o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 A 11 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not j.a • 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 - Tek` . . - • - 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/1811 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 R45996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg???-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 1 1 1-1-10 1 1 1-2-0 I 117:2_11 1-2-0 1 1-2-0 1 1 1-2-0 1 1-2-0 I 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 _ - a •..-a O O � 0. p a - O O N =. / \ / '\ / -\ / N / '\ / N. -\ r ••N // N O O O O O oe O O O e - 30 29 28 27 26 25 24 23 22 21 20 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4 = 14-2-2 I 13-0-2 13-7-21 1 19-11-4 I 13-0-2 0-7-0 6-7-05-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edgel,(24:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d 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 1423=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. <<-\\ PRpF�sS � ��Gt�vE�cA? ia2 ct 87022PE -9c N fi•<>, OREG N (15) ,4N4/ A. H EPS EXPIRES:06/3012017 November 30,2015 ..�o:S"w` '"i,,.. .. :::P, ,<. '. ,♦,.,.... --„.,„ex': ..,.... .. .: x .,.. ....... ....... : ,:f�sE' vi�.. ... ..,a... .,,.. ,.... ,<v.. ♦ ,. ,.&? .., .. Fe ..,..a . .. �JG WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Ilk_.... Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not air 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 preventbuckling-of individual trussweband/or chord members only.Additional temporary and permanent bracing MiTek. .. .•:•.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 _ Job Reference(optional) Pacific Lumber 8 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 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7 KpyEzga 1 i-10-B 1 1:_._1. 14_11 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 r Imo/ -N. /w\. 4/ N " N " N + N. / /- :.� aN_e o ov ❑ n a .o ,....,iI. 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 3x5- 14-0-14 1 2-1-8 1 12-10-14 1-5-14 1 19-7-0 I 22-4-12 2-1-8 10-9-6 b.7-00- 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- (12:0-1-8,Edge],(13:0-1-8,Edgel,[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress 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. ��fCp P R OFFS 3)Refer to girder(s)for truss to truss connections. '` S' 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �\ ' Y' N��� /C 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (V '9 be attached to walls at their outer ends or restrained by other means. £ 870 2 P E /.r-6)CAUTION,Do not erect truss backwards. . co N - 7 "0), OREGON ti�Q/ 'A0 SER '‘.\ \. Al. HECk EXPIRES:06/30/2017 November 30,2015 ter= . WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - MAI IIIK -Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not l a a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall IN building design:Bracing indicated is topreventbuckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • '.. - - .. - is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Qualify Criteria,DSB-89 and BCSI Building Component -• Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON I...- R45996180 .R45996180 PL15-399_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg7?-nO7WO8aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 I I 1-5-6 I 2-0.0 1 1 1-2-0 1`0. 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 ■ 00 a ,. o ® o 4„4.44m a 000000000000_ ' - : o- ►_, - e 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edgel,[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-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- '`��vp PR0F�SS mac.;" <c- I NEF'9 X02 z • ' 87022P yr >N y 'oi, OR GON 2F 4ti IF '4 ChSER .\\ P�4 S A. HEY% EXPIRES:06/30/2017 November 30,2015 AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE 1_l 7 Design valid for use only with MiTekO 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 ✓<VILa •.. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing' . - lick( 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,058-89 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 PL15-389_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_Z1 p9y12t1yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzqY 1 1-0-0 1 01,€L1.141_12-r A1_1F,211 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 N / �` / ' / wN / N-/- ' /,' 7,` _\ V..\' / N - a a o^ Ili a o 0 0 -e a o v 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x6 = 3x6=3x6 FP= 3x5 = 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1 1 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,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 0.52 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 Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=4727/0,11-12=-4727/0,12-13=4554/0, 13-14=4554/0,14-15=4554/0,15-16=3935/0,16-17=-3935/0,17-18=3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT2O 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 3-1 Od(0.131"X 3")nails. Strongbacks to be �4�[] PR of fis attached to walls at their outer ends or restrained by other means. '` s �,< ���INEFR �0 87022PE 9f cv fiAT OREGO rP Q�4V -2 /1/1 \\ P� SA. HEY' EXPIRES:06/30/2017 November 30,2015 ..,.syx:;� 3a.,, .,: .,...e.:. >,.. ... .. - u..n. .,. :'. is ..., ........... ........�,..-,_..,.,._...... .x .. ...n,CY K .....,. .....,. .. .. ,z,..,, .. ......, , ,....� ... uaa.k,.�a.. OC WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1 A 7 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. 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 .. is always required for stabili and toprevent collapse withpossiblepersonal injury andpropertydamage. Forgeneralguidance regarding the �' y q p t ry g g g 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quarrty Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_UPPER F06 Floor 2 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMYlt1_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 H18ciLmglUJz2ULTayEzgW 1 1-10-8 1 p-10-1411 1-0-0 1 1 1-2-0 ii 1-0-7 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 .71 ( -\ /N ZN ZN /.\ / \ ' i''19 e o n c o ❑ ❑N e ili err. Fm- 35 34 33 32 31 30 29 28 27 26 25 24 3 22 4x5 = 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5 = 14-0-14 1 2-1-8 1 12-10-14 1 -5-19 I 19-7-0 I 22-7-8 I 2-1-8 10-9-6 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge),[35:Edge,0-1-8) LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (ioc) I/deft LJd 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 I (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max 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=258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ,w} P R OFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �<- C. - S.o 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 _� < ' F9 Q2 be attached to walls at their outer ends or restrained by other means. 444 `9 5)CAUTION,Do not erect truss backwards. 870 2 P E -7 a / n �A], OREGO 2p OCU 'pOnS41B ER A\0\ A. Heb EXPIRES:06/30/2017 November 30,2015 f�0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. RBI Design valid for use only with M7ek®connectors.This design is based only upon:parameters shown,and is for an individual building component,not a as a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall --building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • Wei( 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 Nov 27 10:56:31 2015 Page 1 ID:zs2ygYH MYIIIt_Z1 p9y 12t1 yAg??-8_wP RrehVISDpZzOAj8F6iNRgWxGlmfbQtvlzSYSyEzgU 10-10-0 15I 1 1-2-0 1 10-9-0 1 0-9-0 110-9-0 1 Q-9-0 110-9-0 10-9-0 I Scale=1:3.4.3 3x4= 4x4-4x4= 3x4 = 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ■ 0 ^ 2 " 1 _, _ . ./ i\ /\ /\ /• \ /\ /\ i \ /\ /N / \ N\ o o ❑ a � ►z 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 13-9-14) 1 20-2-0 ) 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,)18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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. <(X'‘ GIN - P R OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'� GI NE u 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 (�. FI4 0 be attached to walls at their outer ends or restrained by other means. -X 'C 87022PE 7 '0j, OREG(to N ti� 1-U '9OnFj�BER \\ P. .' SA. H��� EXPIRES:06/30/2017 November 30,2015 . _... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE.. RINE' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component;not £.i a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall - .building desi nr Bracing indicated isto prevent-buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing.. - - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) _ .., Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMSl6HlfOi?4vyEzgT 1 1-10-8 1 p11-1411 1-0-0 1 11-2-0 II 1-0-2 I 1 1-3-11 1 1-3-0 1 Scale=1:38.1 354= 4x10 = 3x4= 3x4= 3x4= 3x4= 354 = 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 ,\ 4� N /_ \4fi/\ fi/\ I .N.2 0 (.4 N O _ O + G a ❑ C - 11: Cr (.,.- ..X. 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 11 4x5= 3x6 FP= 3x5= 3x5= 355 = 3x5= 3x6= 3x6 = 3x4 = 355= 14-0-14 1 2-1-8 I 12-10-14 1p-5-11 I 19-7-0 I 22-4-11 I 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0,15 27-28 >999 360 BCLL 0.0 Rep Stress 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 UpIift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=106010,7-8=-1060/0, 8-9=-1485/0,9-10=1485/0,10-11=1563/0,11-12=-1563/0,12-13=-1268/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=751/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=6/487,8-30=-36010,18-23=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. [� R OFF cS' 2)All plates are 1.5x3 MT20 unless otherwise indicated. � 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '\<(''‘' s1 be attached to walls at their outer ends or restrained by other means. r\CO 51',' [NEF,g /O 4)CAUTION,Do not erect truss backwards. 87022PE / r' N y ' OREGO c 44. O 'Aor,sER \N��'. A HE? EXPIRES:06/30/2017 November 30,2015 OG7 WARNING-Verify design parameters and READ NOTES'ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. 11 * '- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .wI i . 511 a truss system.Before use,the building designer must verify the applicability of design parameters qnd 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,05B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) Parc Lumber&Truss Co., Beaverton,Oregon - - 7.530 s.Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 1211 yAg??-YZcY3thaoggog 1 izsshykL?ykjzsV6H26KB69nyEzgR I0-10-0 I 10-8-4 II 1-2-0 'W1,10110-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4= 4x4=- 1 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 w�.i�ww �w �wwwwor- w��w 1�iriw Iii1W 21.W.41, _WirA rdlliklmimmimmutistatairliAmmmi�r_y_w_w_w_W. . w� W. . LL1y_\ i/ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1 -121 1 20-4-13 I 13-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge),[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr. YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=-4267/0,11-12=-4267/0,12-13=-4306/0, 13-14=X306/0,14-15=-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=01734,38-39=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=01990,22-27=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. �, -d P RR QFes 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '� s be attached to walls at their outer ends or restrained by other means. �� IGCo NG(N E1$ /O2 87022PE 9r" / y Aj, OREGON cp Q4. 9On BEa \'`\'‘P� q. H - Ck EXPIRES:06/30/2017 November 30,2015 4 Immumnammem it WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 111/11?g .- 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. a truss system.Before use,the buiding designer must verify the applicability of design parameters and property incorporate this design into the overall MI ..building design. Bracing indicated-is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing •• ..--- - 'Milek.. . 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 ANTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane ,_ SI/ Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering r tety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. �tik. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. dia onal or X-bracin ile TOP CHORDS g g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves ' WEBS may require bracing,or alternative Tor I ,r2 bracing should be considered. = O 3. Never exceed the design loading shown and never •-4 U /AI = stack materials on inadequately braced trusses. O a C7-5 C6-7 c5-6 1110, O 4. Provide copies of this truss design to the building iii For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'f�6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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 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-131 ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. • 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. • by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at loft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. • 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior � , (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ,emir reaction section indicates joint III— number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. n\r—l L l ► !,k3 18.Use of green or treated lumber may pose unacceptable ; environmental,health or performance risks.Consult with project engineer before use. Industry Standards: imm ANSI/TPI1: National Design Specification for Metalgm mil 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. ;) BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with e_.. . MI 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 MIME MiTeks MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 11-2 5-1 5 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. P R OF�S i�S' ���, on cc 89782PE fir" OREGON o& RAUL ..^-' /2o16 -- November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 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=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #111TR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KODF 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"00. 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)= 04.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 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( 70.0)= 320.0 LOS @ 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 floc 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, TCUL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads I 320# 320# I in the plane of the truss only. 12 12 6.00 D M-4x6 ,::14-6x6 • a 6.00 z 411111 o CD Q Ils rn WI V14 IS, I I o M-3x5 M-3x4 M-1.5x3 M-3x5 ,6 y 'I 5-08-08 3-10-12 5-06-12 p J., 15-02 y ,•� , P.11040-•04SS '.89782PE , JOB NAME : 3413-B POLYGON NW - Al / • Scale: 0.4009 �! f M WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �y {(� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .• .,7 ..OREGON 4/r 5'• \� 2.2x4 compreeslon web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. .�! 'L y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 7 �i Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively as ply unless braced throughout their length by continuous sheathing such as bracing rd sheathing(TC)and/or drywall(BC). 4 Ii i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.D,Impact bridging or lateral bracing required where shown+. �"1 L. SEQ. : K 15 6117 4 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 no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition's of use. • 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/3'1/2016 5.Com puTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 3�2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November IJ r TPIIWTCA In BOSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values eee ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 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) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) CR TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HDRIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T I ' load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 IIM-4x4 Q 6.00 in the plane of the truss only. 4.0" 2 �,, 1,1 400•••••••••••••••••••••••ii' -..- r!1 m 7, rte: © A 7 1** 4 ** 3 0 o M-3x4 M-1.5x3 M-3x4 o l l l 7-07 7-07 - 1 15-02 l .--<e, l• PROre ISs .89782PE , JOB NAME : 3413-B POLYGON NW - A2 -', ..-„, ' Scale: 0.4009 Air WARNINGS: GENERAL NOTES, unless otherwise noted: C..' ,/^� • �) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovm and is for an Individual �} .DR EQ0 N 6 ' Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 'a/ 5% 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. 11./..5). 1f /1 1 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7 "! _1 � _ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,end at 10'o.c.respectively unless braced throughout their length by • -- " continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). Ir p/�U i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! 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 at no time should any loads greater than 5.Design assumes trusses are 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. + 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. 12/3112016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November I tl love m be r 30 20 1 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 center s TPUWTCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see 80R-1311.ESR-1986(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=(-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 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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) 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 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1' 1' 1' '1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. IIIIIIIIIIIIII . ill 6.00 p M-1.5x3 4 -'/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 fid0.11......immEriummorini End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 m 0 I ir i o 1i. 5 ** 6 --/ o M-3x4 M-3x8 M-4x8 l , 1210# 637# ,, 4-00 4-00 y 8-00 y '�O PRO . 8••(`782 P�E : J JOB NAME : 3413-B POLYGON NW - AGIRD ., .•� • Scale: 0.9610 �• . 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 "p,1f,-OREGON c'". Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of mponenl Is the responsibility of the building designer, . V, Q� w 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / �'`��fiy. 1�.-.: 2'o.c and at 10'o.c.respectively unless braced throughout their length by ,/r - i Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). '1 PA' t t- 1F° - DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ (J SEQ. : K 15 6117 6 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, end are for"dry condition"of use. ry 1� Jry/�{ 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: 12/31/20 1 6 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumesNovember adequate drainage is provided. 'y ovem be r 302 Vn 3015 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 TPIIWTCA In BCSt,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 11.For basic connector plate design values see ESR-1311.ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/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" 0.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"0C. 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" 0.06 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 CHECKEC FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" ,1' ,r MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 O o / 1 2 11011114 M-3x4 ,k y 51 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 89782PE , . JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 A. WARNINGS: GENERAL NOTES, unless otherwise noted: (.eee }J'//� �^y • 40 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 \ OREGON Truss: AJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper . ii// n� �' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. .11/9. +f1 /1�,J 1 C 4' 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / ^! }/ ^`J -�•1,� ... is the responsibility of the ere dor.Additional permanent bracing o} 2'o.c.and at 10'a.c.respectively unless braced throughout their length by -- � V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _ P/E U 1 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / L» SEQ.: K15 6117 7 4.No load should be applied to any component until atter all bracing and 4 Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at na 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. ��// �+ 12/31/2016 r]¢J ry/y �+ 5.CompuTrus has no control over and assumes no responsibility Hr the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'EXP Ea7. 1 /W7 i I.LV 'U necessary. 302015 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided, t A'y ovem I„Ue� 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 TPIrVITEA in SCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc./CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #11BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #118TR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"0C. 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" -50/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=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 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 n /- o , of 21�11 II4 0 M-3x4 J" y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I .c..:;. :. GIN f �� ' 89782PE <` JOB NAME : 3413-B POLYGON NW - AJ2 Scale: 0.6146 ',e,t. /1;07.7:25.2t9 ' . WARNINGS: GENERAL NOTES, unless otherwise noted: '(.a' �^�p /'''�/'�y p�• �lj,.. 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 ,t,jf EC3OI y c„,,,, Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper • /fes �t. . ryd 2.244 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. \'..A C//I ty,J; V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced et f'-t Y 2'o.c.and at 10'sc.respectively unless braced throughout their length by - `� - Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • /�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•+ SEQ. : K15 6117 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. . fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used 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.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If ��// [[''''�� necessary. E/�Plt�ES. 12/31/2016. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30 ry 0 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r L TPIAMTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORN BRG REQUIRED BOG 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/ 10BH 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ 0H 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. _ 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 TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.B" Allowed = 0.593" f f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 p 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. c 0 m en o /- I El 0 I 1 2►�1 4►�� 0 M-3x4 J, ) 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' 4 R OF P 89782PE ‘, " JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted: CI ,h{'�["� �"�y{� �+(!,) 1.Builder and erection contractor should be advised of all General Notes 1,This design Ia based only upon the parameters chow,,and Is for an individual '17 O R.EGO{y Truss: AJ3 and Wamings before construction commence.. building component.Applicability of design parameters and proper �/f (') 0:S'. " 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. :-"-•.,.�yT�(//t�• , r L' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ 7 '.'! �/ 't J �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.n.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -r/t.0 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 t SEQ. : K15 6117 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. _ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design 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 Dredge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. N ove m be r 30 2/�1 5 6.This design is furnished subject to the lImitations set forth by B,Plates shall he located on both faces of truss,and placed so their center November r L1 TPUWTCA In BCS',copies of which will be furnished upon request. lines coincide with point center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTras 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 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 <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psi) 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" 6.00I:2' 11 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=l.6, Truss designed for wind loads CD in the plane of the truss only. c 0 of 1 �� 5 M-3x4 y 1-00 6-00 1-05-15 R IP ROVIDE FULL BEARING;Jts:2,5,3,4 I " R"'0 ,89782PE <' JOB NAME : 3413-B POLYGON NW - AJ4 Scale: 0.5437 `�"�J /J\\/�'}✓�� WARNINGS: GENERAL NOTES, unless otherwise noted: V �4,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building desi1gner. �(� 3.Additional temporary bracing to insure stability during canstruct:on 2.Design assumes the lop and bottom chords to be laterally braced • h by y4 Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and el 10'a.c.respectively unless braced throughout theft length by •'F.T • continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). s � • DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where sham++ u SEQ. : Ki5 6118 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS I D• LINK design bads be applied to any component, end are for"dry condition"of use. �/ [� 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supporta shown.Shim or wedge If EXPIRES 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7•Design assumes adequate drainage Is provided. N Quem be r 302015 B.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 TPIANTCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./C ompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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) 6879 10- 4=( -231) 1443 BC: 2x6 KDDF #1&BTR 3- 4=(-6056) 1207 11-12=(-1098) 5996 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) 00 TOP CHORD = 32.0 PSF 5- 6=1-6898) 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 <= 12.00. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1590 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/ 790 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 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), 7-11-11load duration factor=1.6, 11-06-10 7-11 11 Truss designed for wind loads 1' f 'l' '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 f f ,598# f f f 12 12 6.00 p M-5x12 M-3x6 M-4x10 M-4x10 Q 6.00 9 5 6 7 Q T2N '�, -1.5x3 M-1.5x3 3 M r+1 Ol qty NIN Q O 1 mmi 10 11 12 13 **9 0 of M-4x10 M-3x10 0.25" M-4x10 M-3x10 1 0 M18HS-7x14(S) M-1.5x3 14408 c PR 0 e y 7-04-12 y 5-01 2-08-04 y 4-11-04 y 7-04-12 y ' D" �NV/� �,�, 1-00 27-06 ( .- ' •.9782PE .I JOB NAME : 3413-B POLYGON NW - B1 rr�, . Scale: 0.2294 - ,•- WARNINGS: GENERAL NOTES, unless otherwise noted: •C..-" �, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -v ,.GR•EGGI V � Truss: B1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shaven+, Incorporation of component Is the responsibility o(the building designer. I. .GA C '4....i. '� ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et - 1 'l �‹+ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by -- �` ' ' continuous sheathing such as plywood sheathing{TC)and/or drywrail(BC). 1 11 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++ SEQ. : K 15 6118 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK deign bads be applied to any component, and are for"dry condition"at use. �/ I 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full hearing at all supports shown.Shim or wedge If EXP R ES. necessary. fabrication,handbag.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November I�'y ovem ber 30 20 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPI/VV1CA 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 W.For basic connector plate design value see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=1-1984) 446 BC: 2x6 KDDF #1&BTR 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 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) B'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5:- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'J,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/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" XX 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 2r.6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ** For hanger specs. - Slee 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. I T T 1' 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=l.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 4 -/ o•••••• a11 Is M-3x6 z pp , w o @@ HANGER BY OTHERS TO APPLY CONC. II �, LOAD(S)EQUALLY TO ALL MEMBERS. I al! , Ii1114 mi lb MEM C °� ® l .I 1�• 5 6 7 o M-3x4 M-3x4 M-7x8 M-3x8 y 71210# N,6370 b2330# , 3-00 Y 2-09-12 2-02-04 y 8-00 y , p PRQFS• 'kAGIN 19 /62, 4," 8.782PE ,ter- JOB NAME : 3413-B POLYGON NW - BGIRD . Scale: 0.4649 j 3• / -.......- WARNINGS: GENERAL NOTES, unless otherwise noted: („..w�r • "J•; 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual T- OREGON N,• Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper �/�i (� � 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component Is the responsibility of the building designer. ..�y V-4. l 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at ///''' +.�Y - `1GV. • 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 _ -- - V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL 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 a a !{ L SEQ. : 8115 6118 3 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 no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. qq ff'� Yr��i (� 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge If EXPIRES: 1 2/3 1/2016. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N 15 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center owe m be r 3(�V,2 Q TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 l)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ft1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-9=(0) 0 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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" -74/ 248V -4/ 36H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 ROOF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 RODE ( 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 190 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads fA p in the plane of the truss only. o /- 2 ...Al ,_, ,, . mem . , c, ,1, ,,_ Al -re • 1 M-3x4 y 1-00 y 1-00 y ,. •• pito (9 1-00 PROVIDE FULL BEARING;Jts:2,9,4 .�` /tib. ,. ..0 .0 ' 8"782PE JOB NAME : 3413-B POLYGON NW - BJ /// • • Scale: 1.1073 t a•• WARNINGS: GENERAL NOTES, unless otherwise noted: •C.," 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ` - ' ..OREGON Es,' " Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper �/ rt, 2.2x4 compression web bracing must be installed where shown*, incorporation of component Is the responsibility of the building designer. .may /r r {r' 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced of 4.T f a ,[•/ 2'o.•and at 10'c.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown-t-a �A,�.1 SEQ.: K 15 6118 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere 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. 6.Design assumes full bearing at all supports shown.Shim or wedge it E x r�' ��. ,� /201 5.Com puTrua has no contra/over and assumes no responsibility for the necessary. {.,, fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPVWfCA in BC51,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc,lCompuTrus Software 7.6.7(1 L)-E 11.For basic connector plate design values see ESR-1311 ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 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 ROOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 OF 2400E A; TC UNIF LL( 50.0)+DL( 14.0)- 14.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x4 KDDF #1613TR 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 <= 12"0C. UON. 8-10=( -7568) 2160 22-13=1-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT K= 12"0C. UON. TC CONC LL( 466.7)+01( 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"0C 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 lOPSF 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/ 9SH 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 (con). 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, ICON D. 2: Design checked for net(-5 pot) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x9 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" ,J(, MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" 2-09 =09-12 0-01405 -08-08��3-04-02 4-05-08 '1 1' '1 1 f '1 'f '' f '1 MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8=10 8_10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" =M-4x4+ T T 1257.30# M-3x8 b597.30# 12 6.007' (:.41444444.0444444, '''' 6.00 Design conforms to main windforce-resisting M-3x6 MM-5X6+ system and components and cladding criteria. M 5x6+ c -3x6 +�� iA Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x10 M-5x6 Truss designed for wind loads M18HS-5X16 5 ' 1 in the plane of the truss only. M-3x9 •��e IVA '� 9 M-1.5x3 M-3x8 2 M-2.5x4 or equal at non-structural diagonal inlets. M-4X10 �� = � 1 1 ��r�-IS 16 17 19411221"......---- M-3x4 9 inA ''''''-S4 4 I /f' M-3x9 M-3x8 ..-.\ ''' I 2 I M-1.5x3 M-3x10 0.25'1 M-3x8 M-3x8 1 I M-7x10 a 3.75 .M-5x9(S) . 12 , PROFS y y y y .k y l ,kI N s. 2-05-082-09-12 2-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 co•`,. �G Q , ci y 01 01 01 �7 °,• 1-0y-05-08 10-09-08 20-09 00 :` ' :9782PE ,x.' 1-00 34-00 1-00 - " JOB NAME : 3413-B POLYGON NW - Cl 'a"� Scale: 0.1478 r.....,' /'•• WARNINGS: GENERAL NOTES, unless otherwise noted: ./1,', t R.EG•.N • •- 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual q� v /► {,✓, V . Truss: Cl end Warnings before construction commences. building component.Applicability of design parameters and proper , ^1)'y 5 '�- 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. •�� -.• __ ��`1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced al / a U L V Is the responsibility of the erecter.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by if'31 continuous sheathing such es pNwood 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++ SEQ. : K 15 6118 6 4.No load should be applied to any component until after at bracing end 4.Installation aquas Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, I'� rj qq Jry('{{ TRANS ID: LINK design loads beapplied toany component. and are for"drycondition"ofuse. EXPIRES: 12/3.1/20.16 6.Design assumes full bearing al all supports shown.Shim or wedge if November 30,2 0 15 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. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #16BTR 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- 6=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 468 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 BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net(-5 psi) 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 '1 ' 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 1' T T 1' 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D M-4x6 'C.:16.00 (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,f,(' in the plane of the truss only. M-5x6(S) M-5x6(5) 3.1" Ill 0.25" 0.25" 'ft it > 5x31A .5x3 on on a: ss - -- A- • vl 0 10 11 12 8 0 . I M-4x4 M-3x4 0.25" M-3x4 - I =M-4x4 t� M-5x8(S) D PRO1C'r� y y y 5� • GINE,- (% • y 8-09-04 8-02-12 8-02-12 8-09-04 ?\ • • 1-00 34-00 1-00 � $9782PE �" JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 f 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 ^,-OREGON � Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper ' (O l5' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer, ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at �vn ��y a Y Ab, ' Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ' ��'i --- t continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 /�U tl» 1-- DAT E: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I SEQ. : K15 6118 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. __ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. k{ �+ • 6.Design assumes full bearing at all supports shown.Shim or wedge II EXPIRES: 12/31/2016 5.Com puTrus 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 V ovem be r 3/�V 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 TPINVTCA In BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6,6(1L)-E • 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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 #108TR SPACED 24.0" O.C. 2- 3=1-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 590 12-13=(-373) 2449 12- 9=( 0) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 59 9-13=1 -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01,( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=1-294) 1872 5-13=1 -295) 203 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=1 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=1 -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 50 15- 6=( -57) 416 15- 7=1 -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) ICOND. 2: Design checked for net(-5 psf) uplift. at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" 0 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" A 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" 0 33'- 6.5" 1' ,( MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T f T T T T T T 12' 12 Design conforms to main windforce-resisting 6.00 p ))M-6x6 Q 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 'F'' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i'i , load duration factor=1.6, M 1.5x3 M-5x6(5) Truss designed for wind loads 5 3.6' 4414%* in the plane of the truss only. M-5x6(S) 0.25" 0.25" /0/11k +: 4, M-1.5x3 M 3x6 3 M-3x8 4i Z r�1_ 12 r 13:�.. �p �v M-5x8 M-3x4 0 14 15 16 -\° o 1 M-5x8 M-4x8 0.25" o -M-9x9 l o M-1.5x3 M-5x6(S) d 3.75 12 ' J' y y y ,l y 0 PRQ,e ,1' 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 y IN �, 1-02-05-08 10-09-08 20-09 1-00 , ��" . (2 34-00 : I .89782PE• :t" JOB NAME : 3413-B POLYGON NW - C2-C - Scale: 0.1602 / . /�, 7 WARNINGS: GENERAL NOTES, unlace otherwise noted: C,.�u.yr 4), 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual l OREGON �. Truss: C 2-C and Warnings before construction commences. • building component.Applicability of design parameters and proper O ''" 2.2x4 compression web bracing must be Installed where shown e. incorporation of component Is the responsibility of the building designer. ,. V' 2.Design assumes the top and bottom chords to be laterally braced at .(1' _' , 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10'a.c.respectively unless braced throughout their length by • ee -- - �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Nee DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a n U.L. SEQ.: K 15 6118 9 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 end 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 bads be applied to any component. and are for"dry condition"nt 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: 12/31/20 [6 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center November 30,2015 TPI/W1'CA 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,IncJCompuTrus Software 7.6.6(10)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 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- B-(-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" 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2=00-10 15-11=11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I ! 1 T I I T '1 '1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, f f f Truss designed for wind loads 12 M-4x6 I M-4x6 in the plane of the truss only. M-3x4 1z 6.00 4 5 6 Q 6.00 M-3x9 M-3x9 3 7 r 0.000000000/1. nm M o oI 0 10 11 12 13 of M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 ZM-4x4 0l M-5x8(S) M-5x8(S) cD PRQ1 - y , y y '� 0.`C l Ns`�''� 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 `�J • •h0 , ; k k , c 1-00 34-00 1-00 ' `c :9782 P E JOB NAME : 3413-B POLYGON NW - C3 „air Scale: 0.1852 WARNINGS: GENERAL NOTES, unless othervesa noted: • �r 1,Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and Is for an Individual •-y,,..•;RE G Q N Q" Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper I(/fff. r Incorporation of component Is the responsibilityrdstof the building designer. .-11 q,y A b �G' 2.2x4 compression web bracing must be installed where shown r. p g7 "! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA /1 U DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown r r /S SEQ. : K 15 6119 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5,Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D' LINK design loads be applied to any component. and are for"dry condition"of use. ry{/.J �r 5.CompuTrus has no control over and assumes no responsibility for the necessary.6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. IW7 i 20.1 C) fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, November 3�205 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPWVTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc,lCompuTrus Software 7.6.6(1L)-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 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 269 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-252B) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PIP 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 PIF 7- 6=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 2B9 NOTE: 204 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" iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 HONID. TL DEFL = 0.067" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 I f f I. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 7-03-09 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), f '1 f ,f I f , load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 M-9x6 Q 6.00 4 M-3x9 5 M-3x4 M-3x4 7 i 07 00 p I 1 Eimmiiiin1 I Cr, 1 10 11 � � 12 13 8 0 IIM-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-9x4 oI y iI-5x8(S) M-5x8(S) y y • . �•D P-ROFt3 J, • 7-01-08 6-05-04 6=10=08 6-05-04 7-01-08 y y GIN _ ..0 1-00 34-00 1-0017 ' 8"782PE r" JOB NAME : 3413-B POLYGON NW - C4 / '- , " Scale: 0.1852 r ' iz.• • WARNINGS: GENERAL NOTES, unless otherwise noted: (,...�r'� �j (r) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual • 7 .:OR � -OREGON ,. Truss: C4 and Warnings before construction commences, building component.Applicability of design parameters and proper . • • 2© 2.2x4 compression web bracing must be Installed where shown., Incorporation of component is the responslbillty of the building designer. A �: r._ V [}+ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -� 2'o.c.end et 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 sheething(TC)and/or drywall(BC). St `V DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s. �//�{L 1.« SEQ.: K15 61191 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - - fasteners are complete and et no time should any loads greater than 5.Design assumes Trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. �/ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim a wedge It EXP I R ES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Novembe r 3Q 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center r TPI1WTCA In 0151,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(10-E to.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 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 62B WEBS: 2x4 KDDF STAND 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 261 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=1 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=1 -88) 62B TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" SEARING 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 ROOF ( 625) 34'- 0.0" -297/ 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/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2 03-03f 5-00-05 4-02-05 3-01-03 4-07 5-01-08 T wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-1O, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '1' f '1' '1' 1' '' f '1 1' load duration factor=l.6, 10-00 10-00 Truss designed for wind loads f f 7 f f in the plane of the truss only, 12 5 12 6.00 p M 4x6 M-3x8 M-4x6 Q 6.00 4 6 N, M-1.5x3 M-1.5x3 3 m in 0 0�I 4 1 rel a rr' 1 ' 0 12 13 14 1. o IIM-4x4 M-3x8 0.25" M-3x8 -M-4x4 I o M-5x6(S) �cO PRO k y y y � . G(I N �6) 9-06-12 7-05-04 7-05-04 9-06-12 y ,I' ,1i• Y9 (, 1-00 34-00 1-00 t •9782PE C,,. G JOB NAME : 3413-B POLYGON NW - C5 ...air Scale: 0.1652 �- WARNINGS: GENERAL NOTES, unless otherwise noted: (Sc / 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 � S R E.G CSN '� ' Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper �// © 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. (J f 1 'C� ' 3.Additional temporary bracing to insure arability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ Y "'_ 2'o.c.and at 10'c.c.respectively unless braced throughout their length by . Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). 1 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ A-U I. �. SEQ. : 8115 6119 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use, 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/201 6 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 6.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11_)-E 10.For basic connector plate design values see EOR-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 #16BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 9=( -83) 628 WEBS: 2x9 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=( O) 241 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PIE 7- 8=(-2272) 590 13- B=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSP 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 ROOF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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, f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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 '1 'f T 1' 1' '1' '1' '' in the plane of the truss only. 10-00 1' 12 M-4x6 M-3x8 6 M-4x6 12 6.00 45 Q 6.00 > 5X35x3 3 M M o o Q' 1 '-'- AA - is 0 l 0 7; 11 12 13 9 0 I oM-4x4 M-3x8 0.25" M-3x8 =M-4x4 0l M-5x6(S) � f 6 y y y y y '''''<e4. GINE • • /9-06-12 7-05-09 7-05-04 9-06-12 `� 4s 1-00 34-00 1-00 ` , ; 89782PE �"" JOB NAME : 3413-B POLYGON NW - C6 .". ""' `,+1 Scale: 0.1852 .. WARNINGS: GENERAL NOTES, unless otherwise noted: ` C✓ {'� �l} ' � 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 -1,7,,�,J�_E.0 O� r��, Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and properV� incorporation a con pent is bot m chards a laterally for t designer. , .1p 614 fi y; A b �G' <(,,,,C 2.2x4 compression web bracing must be installed where shown+, p0 responsibility g 9 7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced sl 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 she athing(TC)and/or drywoll(BC), 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. PAUL �. SEQ. : K 15 6119 3 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 no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. y�// • 6,Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrua has no control over and assumes no responsibility for thenecessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, November ovember 30015 6.This design Is furnished subject to the limitations set forth by B.Plates shah be located on both faces of truss,and placed so their center J ,2L V J TPWJTCA In BCSI.copies of which will be furnished upon request. Ones coincide with Joint center Ones. 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 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" 0.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 PIE 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"00 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/ 8711 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF 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. Ic0ND. 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 = 0.126" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" . MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. f T 1' 9' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-00-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 'f 't •f 'I' 1' fi T 9 f 1 load duration factor=l.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads 7 59H9 'f 'f in the plane of the truss only. 12 M-5x8 r M-3x9 M-3x4 B M-5x8 12 6.00 p M-3x5 5 6 7 9 M-3x5 Q 6.00 ra rr 0 M-1.5x3 + M-1.5x3 3 1 r1 in o ii\c, .,Ipa 1. . o lrily 1 1 `O 19 15 16 l' 17 le 1L 3 o of M-3x10 M-6x8 0.25" M-3x8`" M-3x10 of M-3x8 M-7x8(S) M-6x8 PR ,6 319,# y y 51 l �� GINE. . Ss y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y ? -: Q 1-00 34-00 1-00 C" CC` 8•7$2PE• " JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1852 r�� A. ,� WARNINGS: GENERAL NOTES, isleea elheem6s noted: K.�' OREGON ���� '�J.,/ 1.Builder and erection contractor should be advised of all General Notes I.This design le based only upon the parameters shown and is far an Individual 17 ©7`.• Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper 4i' • (y 2,2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 'TIN' ,�J�,(/ii {Y. 4' �r • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 '-1 J '� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA I '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++ /1 LJ 1.. SEQ. : El5 6119 4 4,No load should be applied to any component until after all bracing and 4.Installa0on of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D' LINK design bads be applied to any component. end ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supports shown,Shim or wedge If EXPIRES: 12/31/2016 necessa, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so theft center TPIM?'EA In BCSI,copies o!which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.lCompuTrus Software 7.6.7(1L)-E 10.Far basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 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: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x9 KDDF STAND 3-9=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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 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" 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" 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-4x6 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co o Truss designed for wind loads I in the plane of the truss only. o e� o cn 1 M-3x9 � Ei III o of 1 2��� M'-3x4 0 0 M-3x9 M-3x5 y y 2-03-12 3-11-15 1-08-05 y ,1 y y 1-00 2-05-08 8-00 5-06-08 �?s:O P R OF' 5, PROVIDE FULL BEARING;Jts:2,4,7 i` ," .89782PE � • JOB NAME : 3413-B POLYGON NW - CJ2 , Scale: 0.5501 ..�y . WARNINGS: GENERAL NOTES, unless otherwise noted: ,7/j OREGONry 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 loran Indlvldual I jJ /� (y' r� Truss: C J2 and Warnings before construction commences. building component.Applicability of design parameters and proper T 'l "t�: -- �- 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �p^ - _ _ Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at "1- hA U L 'i' Is the responsibility of the erector.Additional permanent bracing of T o.c,and at 10'o.c.respectively unless braced throughout their length by /"' `' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown a+ SEQ. : K 15 6119 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016. T RAN'7 ID: LINK dedgn bads be applied to any component. and are for"dry condition"of use. 5.Com pulsus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center TPVWI'CA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z to.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 B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 9110TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 27.4 KDDF S415BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=1-211) 477 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT 0= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"00. 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 POE. 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 RODE ( 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 ICONS. 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" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" 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 0" 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 Truss designed for wind loads M-4X5 co in the plane of the truss only. 0 3 I N 44-a............, _,, O 7 ....iiidibi ,.........._ m 111/ ,- M-3x4 '(-1; o r 1 2� M6-3x4 0 M-3x4 M-3x5 y y y 51 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 8-00 5-06-08 y (�,�C � R 5;, (PROVIDE FULL BEARING;Jts:2,4,7 I '.,�� • tG'� <� • • Ct." 89782 - PE � JOB NAME : 3413-B POLYGON NW - CJ3 Scale: 0.5126 , / 'CO • WARNINGS: GENERAL NOTES, unless otherwise noted: .OREGO..N�yQ''� ,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .,.�y 1 �^ ,�..,- Truss: C J3 and Warnings before construction commences. building component.Applicability of design parameters and proper ' /Y "R Y J L.r( 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. 'l - -_ _ �`�V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •( t ii: 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 fi�q.,U L.., `i continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 5 5 SEQ. : K 15 6119 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 12/3112016 ry .r�i ry/'� TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 2/3 11.201 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If necessary. N owe m be r 30,2015 fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA In BCSI,copies of which will be furnished upon request, lines coincide wtth Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11_)-Z 10.For basic connector plate deslgn values see ESR-1311,ESR-1986(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 #165TR LOAD DURATION INCREASE = 1.15 1-2=( O) 50 2-4=(0) 0 BC: 2x4 KDDF #165TR SPACED 29.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. OON. 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" -58/ 981V -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" @ 9'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 12 Design conforms to main windforce-resisting 6.00 , system and components and cladding criteria. 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. rn o /- 1 o f- 1- - Wind: ►� 4►"� M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I a-oo p PRo �S' • '' :9782PE JOB NAME : 3413-B POLYGON NW - CJ7 ,,,,,,�►' Scale: 0.5126 Y / WARNINGS: GENERAL NOTES, unless otherwise noted: \ v 1.Builder and erection contractor ehould be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an Individual J S R EGON O Truss: CJ7 and Warning.before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer, (J^ r 3.Additional temporary bracing to Insure arability during construction 2.Design assumes the tap end bottom chords to be laterally braced et J Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such es 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++ l SEQ. : K 15 6119 7 4.No load should be applied to any component until it all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and al no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS 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 lull bearing at all supports shaven.Shim or wedge if EXPIRES: 12/31/20 1 6 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is prodded. November 3�201 5 6.This design Is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center November ,L TPIANICA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 141&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=(-492) 122 6-8=1-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 447 2x4 KDDF #1&BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) OF TOP CHORD = 32.0 PSF TC LATERAL SUPPORT c= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PIF BC LATERAL SUPPORT c= 12"OC. UON. TOTAL LOAD = 42.0 FSF 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/ 473V -54/ 144H 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 lOPSF 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 = 0.046" @ 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 = 0.472" MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5X3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 5 -/ 12 4 6.00 = 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, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads , in the plane of the truss only. co 0 I ro M-4x6 3 Mil . i m o M-3x4 o f 1 2► M1 3x4 0 o M-3x4 M-3x5 J'' ), 01 ,1 2-03-12 5-02-12 0-05-08 t� c 1-00 2-05-08 y 8-00 5-06-08 y ('.1. P- � ck9s. 897S2PE �" JOB NAME : 3413-B POLYGON NW - CJ8 -'''i, Scale: 0.4751 (ry WARNINGS: GENERAL NOTES, unless othernlsenoted: .„4.-94,.OREGON c3''., 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 ..fj (r" Truss: CJ8 end Warnings before construction commences. building component.Applicability of design parameters and proper 7R - 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component le the respanelbllity of the building designer. ,t)]*.,- h` - .-- - .‘,,,\ ,.,•,,,,,,,y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 1 1^sA�., 'C1/4�•V Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and MI 0'o.c.respectively unless braced throughout their length by I"" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 6119 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor, fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /� r� /ryry/'�.( TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. EXPIRES.:L GI:J /.L�.I 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if November 30,20 L necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate dreinage Is provided. 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with jolts center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 18.For basic connector plata design 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 #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"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" -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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1' 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 -{ 0 rn o 1 >{1 4 M-3x4 y y l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 =9782 P E ; .'',,• JOB NAME : 3413-B POLYGON NW - Jl .r► ,-•/ Scale: 0.6001 WARNINGS: GENERAL NOTES, unless otherwise noted: (,...r�+�y OREGON jj^^++�� � 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an Individual : y 7- � -OR EG�)N ((^^��� ; Truss: J1 and warning.before construction commences. balding component.Applicability of design parameters and proper "Ly /1/ 21J 2,2x4 compression web bradng must be installed where shown+. Incorporation of component la the responsibility of the building designer. {,_- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T� J" Y J Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10'o.c respectively unless braced throughout their length by - \ continuous sheathing such as plywood sheath:ng(TC)andfor drywall(BC), U L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 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 bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. end are for"dry condition"of use. RES: 12/3'1/2016.f]IY�{/r /� 5,CampuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXP l R ES: !2 3't/201 6. necessary. A' /'1 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30 15 B.This design is furnished subject to the limitations set forth by a,Plates shall be located an both faces of truss,and placed so their center ,20 L TPIANTCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc,iCompuTrus 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 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=(-59) 61 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" -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. 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 = 0.178" 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" @ 9'- 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. C1 O � 7 1 2►.1 00304 0 M-3x4 y >L y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 • :.9782P E JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.5751 WARNINGS: GENERAL NOTES, unless otherwise noted: (,.+' ['� • 1.Builder and erection contractor should be advised of all General Notes 1.Thls design Is based only upon the parameters shown and is for an Individual S -74/ •.R E G ON ' Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper • � 2.2x4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. (/ rifiy 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at - 2'o.c.and et 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 ehealhing(TC)andlor drywall(BC). 6,0 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K15 612 0 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. �+ 12/31/2016 r'f +�1 Jr']((''��tt{L* 5.CompuTrus hes no control aver and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 11 E X P l R ESS. 1 2/3 1/20 F 6 necessary. .1 fabrication.handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30 25 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 , 0 1 V TPI/WiCA in BCS(.copies of which will be furnished upon request. lines coincide with joint center lines. 9. hes. MITek USA,Inc,/Com uTrus Software 7.6.6(1L E 10.rot DigitsIndicateeict rpof platee ignval P �' Far basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBERS 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 51&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT 0= 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 HORD 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 POP 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. 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. rn o /- 111 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 PR OfiFs • • 8`782PE JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5501 / a••. _ WARNINGS: GENERAL NOTES, unless otherwise noted; (j• 1.Truss: Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -9 ,OREGO N q T rus S: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 416 • � --" � Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, (] 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - + V 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 d sheathing(TC)and/or drywall(BC). U +�`. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2k Impact bridging or lateral bracingaulcg required where shown++ J SEQ. : K 15 612 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 respectie 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, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. ry +] (� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 2/3 /20 6. necessary. A' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center , TPIM?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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-(-127) 92 TC LATERAL SUPPORT 4= 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" -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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 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. 4 0 1 2►�� ► ! 4 c, M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,4,3 1 8-00 • • 89782PE ��" JOB NAME : 3413-B POLYGON NW - J4 r -.►' Scale: 0.5126 ' Ian WARNINGS: G. hRAe NOTES, unlessyun the ise parameters OREGON 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 Qom. Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper _ - 2.Dr4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. w9 /t� C 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 7 ''1 :J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al t 0'o.c.respectively unless braced throughout theft length by � - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). --AUL 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+. v"S 4- SEQ. : K 15 612 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any 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. 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility for the necessary.6.Design assumes lull bearing at all supports shown.Shim or wedge If EXP RES. fabrication,handling,shipment and installation o1 components. 7.Design assumes adequate drainage is provided. p I ove m be�302015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I Vr TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1n,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/Cq=1.00 TC: 2x4 KDDF ff1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 9 BC: 2x4 KDDF 51&BTR SPACED 29.0" O.C. 2-3=(-150) 126 3-9=( -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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 942V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -, MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 Design conforms to main windforce-resisting 6.00 [;;' system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o /- I 1 2►� 0.2,01 -f M-3x9 1-00 8-00 IPROVIDE FULL BEARING;Jts:2,5,3,9 l 1-11-11 �s+ P.ROF SA • • • 9782P'E JOB NAME : 3413-B POLYGON NW - J5 �/ , Scale: 0.4500 WARNINGS: GENERAL NOTES, unless otherwise noted: • (,." 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual `�y, OREGON '° Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper j (y 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .'1) (s' ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at iC) r I y :��L T o.c.and at 10'c.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of +T continuous sheathing such as Arwood sheathing(TC)and/or drywall(BC). p/�U DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ 7 i J 1.. SEQ. : K1561205 4.No load should be applied to any component until aftll bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at nu time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"at use. 5.Cvmpalous hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 necessy. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. N ovembe r 3C 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 center V r TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.6(11)-E to.For basic connector plate design values see E58-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #118TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 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 -95/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 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 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" 5 -/ Design conforms to main windforce-resisting `) system and components and cladding criteria. 211111111111111111111.111111114 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=1.6, Truss designed for wind loads 3 in the plane of the truss only. r) 2 11.=.415 1.=.41 M-3x4 PR y 'I C cO OF 1-00 8-00 3-11-11 `' �} [PROVIDE FULL BEARING;Jts:2,5,3,9 "'/7_ 89782PE JOB NAME : 3413-B POLYGON NW - J6 Scale: 0.3858 ANN WARNINGS: GENERAL NOTES, unless otherwise noted: ['] 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 OREGON N'• "" Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 41 .q5'•�' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer, '7/r(f/1• • ( •(✓ • 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7 ^f J •'�Li is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by - - continuous sheathing such as plywood airedsheathing(TC)and/or drywall(BC). • /1 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++ • -ALA: SEQ. : K 15 612 0 6 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. / 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/ 20 / 1 6 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November m be r 3�2 Q 1 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I tl V r TPIAWTCA in BCSI,copies of which will be furnished upon request. has coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #1SBTR 2- 3=)-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x9 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"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( O) 50 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO B'- 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/leo 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. T320# ,x320# T 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4 End vertical(s) are exposed to wind, Truss designed for wind loads 10 * in the plane of the truss only. o 1 2 0 ®I .141 �5 6 o I l o M-3x4 M-3x4 M-1.5x3 M-3x4 0 y y ,6 .6 5-08-08 2-08-12 5-06-12 - y 1-00 y 14-00 y 1-00 y <C, . PROFe- _'• , GIN gip' ,.• . 8978 PE mac-" , JOB NAME : 3413-B POLYGON NW - P1 . .ir ....dr, Scale: 0.3991 • yirp WARNINGS: GENERAL NOTES, unleesatherwise noted: ", (we 41) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` ,--7, _t7 R E G C7 N ,,- Truss: " Truss: 01 and Warnings before construction commences. building component,Applicability of design parameters and proper �1} (�� �" 2.2x4 compression web bracing mull be Installed where shown+. Incorporation of component Is the responsibility of the building designer. II Udo r V' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et r4,04,..ia. • J. 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 es plywood eheathing(TC)andlor drywall(BC). ` 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♦+ Y�.0 1- SEQ.: K 15 612 0 7 4.No load should be applied to any component until after all bradng and 4.Installation of lass is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 1/ 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'EXP I RES': nece.ea, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6,This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide wtth Joint center lines. 9.Digile Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7)1L)-E 10.For basic connector plate design value.see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 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-(-28) 531 6-3-(0) 324 BC: 2x4 KDDF fS&BTR 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. SON. 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/ 63H 5.50" 1.12 KDDF ( 625) 14'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 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 HOAR. TL DEFL = 0.009" @ 13'- 6.5" A 7-00 A 7-00 I f 12 12 Design conforms to main windforce-resisting 6.00 IIM-4X4 12 6.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4 (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. O11 { al O 0 1 6 5 0 I o M-3x4 M-1.5x3 M-3x4 y y 7-00 7-00 y 1-00 y 14-00 y 1-00 y CC" -. p, . Ss r 4` :9782PE 1-- JOB NAME : 3413-B POLYGON NW - P2 ,,,, Scale: 0.3991 ,.,'y. 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 \ ,•.R EG1 Truss: P2 and Warnings before construction commences. building component,Applicability of design parameters and proper 4//, •:V O • 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. ; L' 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al .C1 � Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL f 1 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ {l J 1.. SEQ.: K15 612 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are far"dry condition"of use. �/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shove.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. A f ovem bar 30 201 C 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I V , V J TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-5 1o.For basic connector plate design values see ESR-1311,ESR-1986(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"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) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) ** 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 MAX HORIE. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" Q 6.00 1 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,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. co0 r- 0 co co 5 4, ►�3 4 0 M-1.5x3 M-3x4 J• ), y 0-05-12 6-00-04 ; >L y 6-06 1-00 , 0© PRd fire .;o • :9 /kms ' 89782PE �"` JOB NAME : 3413-B POLYGON NW - P3 Scale: 0.5233 I' 4 WARNINGS: GENERAL NOTES, unless otherwise noted: (...., . 1.Builder and erection contractor should be advised of all General Notes 1.This design B based only upon the parameters shown and Is for an individual -gyp "' .OREGON N. Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper !\ il/& ' l5) ,-,T 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ..qty �} 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . F " 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(7C)and/or drywall(BC). " "f p AUL I ' DATE: 11/30/2015 the overall structure Is the responsibility o1 the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f,J SEQ. : K15 612 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. end are for"dry condition"of use. r �+ 12/31/2016/ r� ry/�{ + 5.CompuTnu has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge if EXPIRES: F 2/3 1/2 V!V necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30 201 C 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center J ,G J TPI/VVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7,6,7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber 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=1 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-42) 40 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" ,r ' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, '/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m 0 4 O I IIIo of '- 1 2►�- ►��4 --/ M-3x4 ,1 . y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 E-00 `• 19782PE �" JOB NAME : 3413-B POLYGON NW - PJ1 /-'1'� Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: ( co' /�L (''y/� �fl;j, 1.Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -OREGON y (� ' Truss: PJ1 and warnings before construction commences. building component.Applicability of design parameters and proper ' .. 4{f; `J 2,2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �J,Q + 3.Addillonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �f y. A 5 2'o.c.and et 16 c.c.respectively unless braced throughout their length by -- -- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), 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+d � � SEQ. : K 15 61210 a.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 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.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November ovember 30 201 5 6.This design la furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPIIWtCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 48 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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 --/ 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. of 2►�_� ►3104 M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 � �'}n pe- • • 89782PE ��" JOB NAME : 3413-B POLYGON NW - PJ2 Scale: 0.6146 ^�^�"'�- / WARNINGS: GENERAL NOTES, unless otherwise noted: ` -0)•• 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 A�CR Truss: 0J2 and Warnings before construction commences. building component.Applicability of design parameters and proper YyC 2.2c4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. L/-/� V, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of o.c.and et 10'o.c.respectNely unless braced throughout their length by ---- ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�UL �' :- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown SEQ. : K 15 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 loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 12/3'1/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: . necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWYrCA in BCSl.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10,For basic connector plate design values see ESR-1311,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: 2,9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-97) 97 TC LATERAL SUPPORT <= 12"OC. LION. 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 POP 0'- 0.0" -46/ 902V -20/ 99H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 ROOF ( 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" 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'- 9.8" Allowed = 0.593" f 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 O f7 O /' I ° I1 2��� 9��� O M-3x4 y y 1' ° 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3 I D R O P F. :9782P-E t-"- , JOB NAME : 3413-B POLYGON NW - PJ3 ..,.ie- Scale: 0.5762 ,, ° ' WARNINGS: GENERAL NOTES, unless otherwise noted: C/° ° 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '" .e R EG ON '`, Truss: P J3 and Warnings before construction commences. building component.Applicability of design parameters and proper �J`/• CQ 111'111 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. (/�. ii [ +�-� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A' f „ , DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.25 Impact bddging or lateral bracing required where shovm++ LI I. SEQ. : K1561212 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contra dor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ° T RAN S I D: LINK design bads be applied to any component, and are for"dry condition"o1 use. q!� ry /r�/� ° 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/3 I.G V1 necessary. o fabrication,handling,shipment end Installation of components. 7,Design assumes adequate drainage Is provided. N ovem be r 30r�01 5 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center r L TPWVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plata 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #168TR 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 PIF 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. 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 = 0.003" @ -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" '' f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. 1 o cm /- o I IN o 1 2��� 4.321. M-3x4 J' l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 0PRO ss c" 89782PE ••, JOB NAME : 3413-B POLYGON NW - SJ1 40 . _ Scale: 0.6957 ' i 7.,, WARNINGS: GENERAL NOTES, unless otherwise noted: C.•' ° f 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 ,may. J,t .<J 11.EG O c,''' ,- Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper !I 'l// (yV 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. .,ty= C/�} • V 3.Additional temporary bracing to Insure stability during construction •2.Design assumes the top and bottom chords to be laterally braced et 7+//��✓, "f IV - - 2'o.c.end et 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)andlor drywall(BC). r�/)+ `l +�� DATE; 11/30/2015 the overall structure is the responsibility of the building designer, 3.2s Impact bridging or lateral bracing required where shown++ 1}Li 1. SEQ. : K 15 61214 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greeter 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. 12/3'1/2016 r} r�i Jry/ �r " 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 1 2/3 1/201 6 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. I v Al ovem I,.,fJe r 302015 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 centerr TPIM?CA In BCS),copies of which will be furnished upon request. lines coincide with joint center Ides. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc,)CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=(-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 = 42.0 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. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 T lAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" 9 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" 9 1'- 2.2" Allowed = 0.145" 12 6.00 MAX HORIZ. LL DEFL = -0.000" 9 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" 9 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. riii2 -1 rn 0 M oo I A- 1 3'- --I O M-3x4 ,1 >y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 .D PRper s •9782PE ��" JOB NAME : 3413-B POLYGON NW - SJ1X - ' Scale: 0.7401 , �rr� /� - yJ WARNINGS: GENERAL NOTES, unless otherwise noted: C.•+° f''��^`� /'y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ' 1. .OREGON �, Truss: SJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper • . '`. 2,2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. ..c9 , "1 ,+/�'[yl 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el 77 f�' 'lfiy 15 � _`. ' Is the responsibility of the erector.Additional permanent bracing of 2 c c and at 10 o c.respectively unless braced throughout their length by fr' - , - 1 Y continuous sheathing such as plywood sheet whereC)and/or drywall(BC). --111 p lJ [�. DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required shown+0 �4,` L. [i SEQ. : K 15 61215 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. L 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. 5.Compobrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �/ S q t� r� necessary, November E/�/1 P R E a�. I G�3 r✓L 1 6 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided, 30 2 V 1 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 center r TPUWTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9. hes. MiTek USA,Inc,/Com uTrus Software 7.6.6(1L)-E11.ForbDigitIndicate size ofplateInignval P basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1GBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0" -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 24 "oc spacing. 6,00 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 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, Truss designed for wind loads (\l in the plane of the truss only. cn � - m O 2 4>-<- M-3x9 M-3x4 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 p PROP" C7 • GINE6•• /d • • .9782PE• ,� JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7840 r - -... WARNINGS: GENERAL NOTES, unless otherwise noted: (✓ l�I,r 1,Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual siA OREGON N' OTruss: S iJ 2 and Warnings before construction commences. building component Applicability of design parameters and proper 1 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. -,+A C. L' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chards to be laterally braced at 1/��+f_ J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `YY- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). --tt f) ''f 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 J 1.. SEQ. : K 15 61216 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 greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. �/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at nil 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 8.Plates shall be located on both faces of truss,and placed so their center November 30,201 5 TPIM?CA 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.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-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. ICONS. 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. if 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 m � - v I �- I 1/ 3 M-3x4 2-00 1-11-11 y PR°Fe6 E yo IPROVIDE FULL BEARING;Jts:1,3,2 I ''+� .. `v �� � ' wI 9782 P E -7�" JOB NAME : 3413-B POLYGON NW - SJ2X y' • Scale: 0.8965 r y. WARNINGS: GENERAL NOTES, unless otherwise noted: F 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 / rye- Truss: SJ2X and WamIngs before construction commences. building component.Applicability of design parameters and proper � /_OREGON (�V 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 2.Design assumes the lop and bottom chords to be laterally braced at /f �: 3.Additional temporary bracing to Insure inability during construction 77 ^f . _ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and al 10'o.c.respectively unless braced throughout their length by -- • continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). i 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 l- SEQ. : K 15 61217 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `- - fasteners are complete and et no time should any 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, end are for"dry condition"of use. 5.CompuTrue hes no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/20 16 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided, November f V ovembe r 3�20 1 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 center 11 , TPI/WTCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plata in inches. MiTek USA,Inc,/CompuTnus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.608-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. NON. 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDIF ( 625) LL = 25 PIF 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 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" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.067" 6.00 -, MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads d, in the plane of the truss only. 0 M cn0 f of1 2 4 I .II O M-3x9 y k .1 >Y 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jt.s:2,9,3 I ,-..-.,'<e.,-• ) PRQfiFS: (~ �GlNE h� p�L zz`,' :9782PE ,-, JOB NAME : 3413-B POLYGON NW - S J3 //1! Scale: 0.6303 111" 1 WARNINGS: GENERAL NOTES, unless otherwise noted: 'C.•' ,.OREGON• �40 1.Builder and mettles contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,S Truss: S J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 11;6' /kr/t 6'P♦" 2.2x4 compression web bracing must be Installed where shown r, Incorporation of component la the responsibility of the building designer. 7�_---4. R Y 1 r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et 7 "f J. 2'c.c.and at 10'o.c.respectNely unless braced throughout their length by - - . Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Alio'-AUL ' ��, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required share shown+s T S U SEQ. : K 15 61218 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. 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 for the 6.Design assumes lull bearing at all supports shove.Shim or wedge if EXPIRES: 12/3'1/201 6 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 E.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPI W1'CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering s PLATE LOCATION AND ORIENTATION 3/1 " 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 ramDimensions are in ft-in-sixteenths. iiilik. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS ® 1 „ 2. Truss bracing must be designed by an engineer.For -/16 wide truss spacing,individual lateral braces themselves Iiiii‘11 WEBilltS may require bracing,or alternative Tor I Oo bracing should be considered. = O 3. Never exceed the design loading shown and never .-~ U = stack materials on inadequately braced trusses. O O 4. Provide copies of this truss design to the building C7-8 C6-7 co illFor 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-1,6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each , This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT • the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ��i� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior JA. (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 411 I:=I reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IFT) 18.Use u ► , environmentalofgreenor,healthtreated or pelumberrformancemaypose risks.Consult withnacceptable Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. 0 40 M lireejjjjj 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 •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • • • • ••• • • •• • • • • CT ENGINEERING • • • • • • • • • • I N c 180 Nickerson St. Suite 302 • • • ••• • ••• •• • •••• •• t•ttle, ••A9t10h • •• •V: (2Z6)26841512(V): : • • ••• • ••• • (206)285-0618(F) asolomon@ctengineering.com ••• ••• w • •• •• • • •• • a • • • • • • •• •• • • • • • • T •• • 11 • B�LL� '� • ••• •••• •••• • • • ••0_0_10_9 • • •• 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. 0,0 PRO. ,/ GINE' cD ` w ,d ,LA iiihVAIREG0NA, V7,40 k 2 2,\c/\,<,<P 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:\15238 River Terrace\Bulletins115238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers Mil® • •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • • • • ••• • • •• • • • • ° e • • • • • • • • • • ear • • • • • • • •• c • • • • • •• • • •• • • • ••• • •• • • • o • • • • ••• •• ••• • Marek USA, O ma 250 Klug Circle ;• yrorisC.6k :•• :•. • 9:1-2/V.152:5 65 65. s • • • • • • • . • • • •.. • • 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 KI815511 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. P RoF�ss 0AG1NE�� /0 2 89200PE -7c OREGON CVS /6q 74,do 0- FRRit - 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. •• • • • • •• •• •• • • • • • • 0 • • • • • • • • • • • • • • •• •• • • • • • • IS • • ••• • • • • • • • • • • •• • • • • • • • ••• • • • • • • •• • • •• • • • • • • • • • • ••• • • • • •• • ••• • • • • • • •• • • • ••• •• ••• • • •• •• • • 0•• ••• • • • • • • • • • • • • • • • • • • • • • •• ••• ••• • • • • • • • • • • • • •• • • • • • ••• • 1911 dssign nV,erect L ,..COMpUier 1,p,,h", -ac.tic Lual+erand T1,155-BC 47J11)EER SPECIFICATIONS 20000 SPA.)) i2-10.0" IEC 2012 9102:E,DEn FORCES 0.37,/DDS'/C'a=1.00 _ EL'DE(-(15006 LrOS!'DUUEF.TION INCREASE=1.1.5 1_2=1 0) 2, 2-6=1-224) 1022 -3=1 0) 293 BC: 0D0 810,92: SPACED 24.0"O.C. -3-1-115 ,=(-2;.0) 1066 3-7=(-1131) 205 NESS: 2r4 METE STAND =( -82 74 -+-1 -185) 10 LOADING 4-5-1 -9) 2 TC LATERAL SUPPORT o=12"0C.600. LL( 29.0)171.1 10.0) 0):TOP CHORD= 35.0 PIE BC LATERAL SUPPORT<=12"06-. UO?1, DL ON BOTTOM CF.C)D= 10.0 PSF SEARING 3i,VERT 063:0003 1320 REQUIRED 020 AREA OVERHANGS: 72.0" 1.5" LOC/MONS REACTIONS REACTIONS SIZE SQ.iI4. (SPECIES) LL=25 PSF Ground Snow (Pel) 0'- 0.0" -105/ 707V -42/ 1251 .50" 1.13 Y.DDE 1 625) 12.-10.0" -74/ 5930 0/ 011 2,50" 0.03 000E 1 625) LIMITED ST02,38,DOES NOT APPLE DUE TO THE S98,,=.L •' 701-hanger specs. -Soo approved pians REQUIREMENTS OI'IBC 2612 AND IRC 201.2 NOT 6EIIJ0)9ET. BOTTOM CHORD CHECEEC'FOR 10PSF LIVE LOAD. 'COPICOVD. 2, Desi,c1,<_c':6o)for net i-5 psi) t--mitt at 24 "Oc spacing. .AND BOTTOM CHORD LIVE LOADS ..,T NON-CONCURP.E!ITLI. VERTICAL DEFLECTION LIMITS: 1..-i,%240, TL=13%180 VA,LL DEFL= 0.002"r -1.'- 0.0" Allowed= 0.1601" h102:01,CREEP DEEL=-0.003"8 -1'- 0.0" Allcored= 0.133" MAX LL DEAL=-0.032"8 6'- 11. 11o8red= 0. 82.i:TL CREEP DEFL=-0.075"6 6'-11.5" Allowed- 0. 94" 17,LL DE,- 0.000"g 0'- 0.0" Allowed= 0.012" PLCs T1,CREEP DEFL= 0.000"6 0'- 0.0" Allowed= 0.017" 9901:HOR111. LI,DEFL= 0.non"r 12'- 4.5" ODES HORTZ. TL DEFL= 0.010"8 I2'- 4.5" 7-01-04 5-08-12 Design conforms 68,main-o-1rdfor8--resOsting i ;stem and components and cladding criteria. 11 2.00 v '222nd: 140 rope, 0=20.8=0, T'CD1=6.0,BC'DL=6.0, ASCE 7-10, M-1.5x3 (A11.Heights), 0nc1o9081, Cat.2, E p.6, 0956S(Dir), 51 load duration factor=1.6, i�l 7 End vertical(s) are exposed to wind, _--------- ,E Truss designed for wind l.oaci.s In the Olane Ot,he truss only. ------------ M-3x4 -1T.:-:,---3_17 ---- � O = r , io r 1 X-I_ ` _A 6 0' M-3x4 M-1.5x.3 M-3x4 I 6-11-08 5-10-08 j 1-0o f 12-10 0-01-08 \�.`k.�NGPN����jO 2-r' 892OOPE JOB NAME: NRT LOT 23 PATIO COVER - P2 //� Scale: 0.4073 j - i'�'� 744 Q WARNINGS: O.The design unyu on the parameters 'y OREGON [v 1.Builder and erection contractor should be advised of all General Notes 1.Thy design is based only upon the parameters shown and 5 for an intlrvitlual Truss: P2 and Warnings before construction commences. building component Applicability of design parameters and proper G �� /` 2.h4 compression web bracing must be installed where shown*. incorporation or component s the responsibility of the building designee /Q 14 2-°N �4 3.Additional temporary bracing to insure stability dung constmctan 2-Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bating of C'n c.and al 10'o.c.respectively unless braced throughout their length by DATE: 3/16/2016 the overall structure is the responsibility,f the building desi continuous sheathing such as plywood bracing re aired linen s ownandhrtlrywall(BC), L-1 R 1 ponsi y o g goer. 3.2x Impact bridging or lateral bating required where shove++ !�fl 1- SEQ.: K18 1 5 51 0 4.No load should be applied to any componom until after 80 bang and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes busses are to be used in a non-conosfve environment, TRANS I D- LINK design loads be applied to any component and are Dor d and do or use. { { (�i 5.Comps,.has np control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EX P{R ES: f 213 1r�5�/{7 n ry fabrication,handling. I shipment and installation of components. 7.Design assumes adequate drainage is provided March 16,201 6 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both races of truss,and paced so their center TPWJTGA in SCSI,copes of which will be furnished upon request lines coincide Mb joint center lines. 9.Digits indicate size of plate in inches. Mire's USA,Inc/CompuTrus Software 7.6.7(1 L)•E I0.For basic connector plate design values see ESR-1311.ESR-19138(Mil,/ . \ A \,_.7enevoill SickAy Nc:Aes 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 a offsets are indicated. (Drawings not to scale) Damage or Personal Injury , MMDimensions are in ft-in-sixteenths. ilift‘ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0'/16„ 4 wide truss spacing,individual lateral braces themselves 0 WEBS may require bracing,or alternative Tor I Q Eci_ pbracing should be considered. O3. Never exceed the design loading shown and never E- 11Vell stack materials on inadequately braced trusses. , A U C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and Il plates 0-'ii,' 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-131 1,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that /� Indicated bysymbol shown and/or SYP represents values as published specified. o 0 0°o �� bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at O 0 :000 00000 • 0 output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. 0 0 0 o if inmszeGi. o 0 0 0 0 0 0 14.Bottom chords require lateral bracing at 10 ft.spacing, 0°o BEARING°0 0 0 0 or less,if no ceiling is installed,unless otherwise noted. 000000 °°°o 0.0.o 0 0 0 15.Connections not shown are the responsibility of others. O 0 0 O Indiac os,location where bearings 16.Do not cut or alter truss member or plate without prior 0 0 0 0•o .4.o (supi,ol�4j occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. °0 0 a . ■EM ° reaccipgi g¢ction indicates joint 11111111111115• • nueibeewhere bearings occur. 17.Install and load vertically unless indicated otherwise. 0° °. .°.0S Min?iMs'h'own is for crushing only. I I I I j � 0 0 0 0 0 0 00000 0 0 0 1111111 '' 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with o 0 0 0 0erg �z project engineer before use. 0 0 0 0°Industry Scandaids: miemminsmi�_ : O ANSI/TPIt°°1\falonal ldeslgri oecification for Metal a 19.Review all portions of this design(front,back,words ° 0 olpte Conneet`?.el Wood Truss Construction. iV� 1 and pictures)before use.Reviewing pictures alone VV is not sufficient. 0 0 0 0 0:0-S3-89:0 0 Design Standard for Bracing. oFm . n, °0 0 0 oB�-SI: °° Building Component Safety Information, ti, v' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ' _ ; g ANSI/TPI 1 Quality Criteria. Installing 8,Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Ml1-7473 rev.01/29/2013