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Plans (34) imam At 3T)-0(6,--OIL-mit �(� 73 SI-1/ /it MiTek6 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-401 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: R45996186 thru R45996194 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. �(�EO PROF`SS ��G I N EFR 'O2 44 87022PE yr a y cc\A), OREGON q) Ivy 9O, )�BER �� �O OS A. E?` . .1. 31/ I f 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 R45996186 PL15-401_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:48 2015 Page 1 ID:zs2ygYHMYItI Z1p9y12t1yAg??-8FSq?fsMV bpMAmggoxEllbO?NrYnLp6KWarezyEzgD 1 1-8-12 I I 1-4-10 1 2-0-0 1 1 1-2-0 II 1-1-10 I 1 1-3-8 I 1-3-0 I Scale=1:37.2 3x5= 1.5x3 II 4x8= 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 i,______ i 8 9 10 11 12 13 14iie1 's��l� � i _/ a� e 7 N. 1-`ii IMI 24 23 22 21 20 19 18 17 18 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 II 1.5x3 II 3x8= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 1 11-10-6 )2-5-6 1 18-6-0 I 21-4-0 I 1_11_12 9-10-10 a_7-0 11-7-0 5-6-2 2-9-8 Plate Offsets(X,V)- [2:0-3-0,Edge],[7:0-1-8,Edge],[8:0-1-8,Edge],[24:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0,15 19-20 >999 360 BCLL 0.0 Rep Stress Ina: YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 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) 15=-394/Mechanical,24=-784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift 15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,4-5=-444/0,5-6=-1444/0,6-7=1444/0,7-8=-1245/0, 8-9=-761/0,9-10=-761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=-1551/0,22-23=-598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=-1010/0,2-24=0/1766,7-20=-101/330,5-20=0/393,5-21=-728/0,3-21=0/1165, 3-23=-1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=-921/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <(‘ ,0 PROFFss cog ,NGINEcR /02 1' 870 2PE /ter N ,� ti 7 �A), OREGON ri,C? j41,1 'P BER On A HE 'ik\P EXPIRES:06/30/2017 November 30,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 0,... Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 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 111 Job Truss Truss Type Qty Ply POLYGON R45996187 PL15-401_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 10:56:49 2015 Page 1 ID:zs2ygYHMYItl Z1p9y1211yAg??-cRODD?s_GHjgzKLsEVTTrV7VWm6OVVuNFZAKPBQyEzgC 1 1-0-0 1 1 1-1-10 II 1-2-0 If f7-2Il 1-2-0 1 1-2-0 II 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 N121 I /AM. � B 30 29 28 27 26 25 24 23 22 21 C. 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 ,3-7-2I I 15-11-4 1 13 2 0.7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],124:0-1-8,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 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BOLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=4042/0,9-10=4042/0,10-11=4122/0,11-12=4122/0,12-13=3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=-3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<\V PROF mac. �NGIN �cR /02 / 87022P, 91' i • - a cv yAj� , OR GON q5 krA,,, 9Or) AMBER \1 �O OS A. H Vik EXPIRES:06/30/2017 November 30,2015 • 1 IMA. mit WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/1015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/IPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996188 PL15-401_UPPER F03 Floor 2 1 Job Reference( optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:51 2015 Page 1 ID:zs2ygYHMYIIt1_Z1 p9y12t1 yAg??-Zg8zehuEovzNDeVELwVxwwCtgas2_iHYOTpV FlyEzgA 1 1-6-0 1 1-3-4 11 1-1-10 � 1-o D 1 1-2-0 1[ t.g Scale=1:38.1 3x4= 4x8 = 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 .. 111 , InMMIA . -r. , 7 . . , . --/-\illter/Ak'Nglillailihil."141\- 411/&\:4fAill Mr/A t&N /AI&- A L\ A& er. ic:-. W. 0. 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5 = 3x5= 3x4= 14-0-14 3-0-4 12-10-14 1 -5-1 22-4-12 1 3-0-4 9-10-10 -7-O�a-0 I 8-3-14 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) 0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress In YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0Code IBC2012/TPI2007 (Matrix) Weight:112 lbFT=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 2400E2.QE(flat) end verticals. WEBS 2x4DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (Ib/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Upliift35=-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=-574/0,7-8=-574/0,8-9=-1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 14-15=-2528/0,15-16=-2528/0,16-17=-2528/0,17-18=-2064/0,18-19=-2064/0, 19-20=-1227/0,20-21=1227/0 BOT CHORD 34-35=-1498/0,33-34=-1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=-1780/0,12-29=-548/0,10-29=0/396,10-30=-537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=-1070/0,4-33=0/1208,4-34=-1446/0,21-23=-928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. �¢0 PR OFFS 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �� GI 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 �' SN FR 02 � be attached to walls at their outer ends or restrained by other means. -9 6)CAUTION,Do not erect truss backwards. 870 2PE yN /,N Cv �Aj, OREGO tio Otv 'AC' ct`yjBER \1 OS A. HO; EXPIRES:06/30/2017 November 30,2015 i MINIM t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1mil0/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/MI Quality Criteria,058-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiuhis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996189 PL15-401_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 0 Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:52 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12tl yAg??-10hLr1 vsZC5Ego4Rve0AT813q_DJj B3hF7Y3nkyEzg9 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 I 1 1-2-0 1,a^ Scale=1:37.1 3x4= 1.5x3 II 4x6= 3x4 I I 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 e 19 O 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6= 1.5x3 I I 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— (8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=-1912/0,11-12=-1912/0,12-13=-1912/0 BOT CHORD 22-23=-1154/0,21-22=-1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. — 44/ kr 870 2PE /T' r y �-0j, OREGON tip 4N "SIO FM8ER O A. Iir . HO; EXPIRES:06/30/2017 November 30,2015 a f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with MiTekv connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and 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 R45996190 PL15-401_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 10:56:53 2015 Page 1 ID:zs2ygYHMYItt1_ZZ1 p9y12t1 yAg??-VDFj2NvUKWD5SyfdTLXP?LIANOSvShcrUnlcKByEzg8 1 1-0-0 1 Ot 4r r1-20I f fI-7-2i 11-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4-4x4= 3x4= 3x4= 3x4= 304= 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 a la N �` A e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x4= 3x5= 4x6= 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 14-0 100-7-0 7-0 I 25- 1 14-4-14 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 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/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=-3935/0,16-17=-3935/0,17-18=-3339/0, 18-19=3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=-20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��ti0 PR OFFS attached to walls at their outer ends or restrained by other means. � NGI NE�c9 Wt.)9 tc 87022PE r- // 7 N >Y N �'oj, OREGON rp 44o ps A. HE?' EXPIRES:06/30/2017 November 30,2015 r MOM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. g Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Quality Criteria,005-89 and SCSI Building Component Suite 109 Safety Inlormalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job 'Truss Truss Type Qty Ply POLYGON R45996191 PL15-401_UPPER F06 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 10:56:55 2015 Pagel ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-RbNUT2xlr7TphFpOamZt5m NZXB DkwWw7x5njO3yEzg6 1 1-6-0 j 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 1[0.1 Scale=1:38.5 3x4 = 458= 3x4 11 4x5= 4x4= 354= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ® .-.- .„. .-t. • o - c -9L a a - • l'ei.' I �- e a c 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8 = 356 FP= 4x5= 3x5= 355= 3x4= 355= 3x5= 355= 354= 4x8 = 14-0-14 1 3-0.4 12-10-14 l$-5-11 I 22-7-8 1 3-0-4 9-10-10 b-7-o 8-6-10 0-7-0 Plate Offsets(X,Y)- f12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edqe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Incl YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:113 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:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 Max Uplift35=-1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=-555/0,8-9=-1636/0, 9-10=1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=-2578/0,15-16=-2578/0,16-17=-2578/0,17-18=-2096/0,18-19=-2096/0, 19-20=-1244/0,20-21=-1244/0 BOT CHORD 34-35=-1534/0,33-34=-1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=-1820/0,12-29=-579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=-1086/0,4-33=0/1225,4-34=-1464/0,21-23=-940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. ....0 PR OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �� G)NE s/�i at the bearings.Building designer must provide for uplift reactions indicated. N F Q 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. $ • 2 P E c-- 6)CAUTION,Do not erect truss backwards. --y SAT OREGO n Q<U� �o AMBER 1\ ii,,' �S A. HS?' EXPIRES:06/30/2017 November 30,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual 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/611 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inforaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 m Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996192 PL15.401_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:56 2015 Page 1 ID:zs2ygYHM lYIItl_Z1 p9y12t1 yAg??-vnxshOyNcRbgJPNC8T56d_wjMbT7f4rHAIWGwWyEzg5 0^ 7--"1 1 1-2-0 1 p-7-1q 10-9-0 10-9-0 1 10-9-0 o-s-o I o-9-o o-s-o Scale=1:34.3 3x4= 4x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9A < 6i 1 12 14 15 1 18 19 20 21 22 23 24 25 a .aa . a - o_ a/\ /\ /\ \ /a. v o. . 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 11x9-141 1 20-2-0 I 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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. �F`t0 P ROFe 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �K GINE ',0 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 F9 02 be attached to walls at their outer ends or restrained by other means. GV -9 87022PE r CP '' N -7 Aj, OREGON (1c ,I1/ 9OAMBER \1 On A. HO; EXPIRES:06/30/2017 November 30,2015 i 1 MINN pa ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mire&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/SP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996193 PL15-401_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 10:56:57 2015 Page 1 ID:zs2ygYHMY1t1_Zi p9y12t1 yAg??-N_VEuky?NIkXxZyOiBcLABSx??vyOVYQPPGgTyyEzg4 1 1-6-0 1 1-3-4 1 1 1-4-10 1 2-0-0 1 1 1-2-0 I I 1-1-10 I 1 1-3-11 I 1-3-0 1 Scale=1:39.1 1.5x3 11 1.5x3 II 3x5= 3x6= 1.5x3 II 1.5x3 11 3x6 FP= 3x5 = 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 N -' 'No- - - - 0 ia' 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 I I 1.5x3 II 3x6= 3x8= 14-0-14 I 3-0-4 I 12-10-14 if-5-14 I 19-7-0 22-4-11 1 3-0-4 9-10-10 b-7-0 5-6-2 2311 0-7-0 Plate Offsets(X,Y)- [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 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) 16=-371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift 16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=-1358/0,7-8=-1358/0, 8-9=-1201/0,9-10=749/0,10-11=-749/0,11-12=749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 24-25=-917/0,23-24=-779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=-597/0 WEBS 2-25=0/1103,2-24=-1148/0,8-21=-122/284,6-21=0/426,6-22=-764/0,4-22=0/1198, 12-17=-1333/0,12-18=0/910,4-24=-1200/0,9-18=-634/0,14-16=0/762,1417=-892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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 be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��c,N �cco NGI NEFR X029 87022PE r cv y Aj, OREGO qo �N 90 �cMBER Al �O OS A. HER�P EXPIRES:06/30/2017 November 30,2015 4 1 is. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 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,D5B-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996194 PL15-401_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:59 2015 Page 1 ID:zs2ygYHMYItL_Z1 p9y12t1yAg??-KMd?JQ_FvM_FAt6npcepFcYEQoVjsPUjsjlwXryEzg2 ,a^ 10-8-4 I I 1-2-0 I Q-7-1 n 1°-9-0 I CI-9-°110-9-0 10-9-0 110-9-0 1°4.0 I Scale=1:34.8 354= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP- 4x4= 354 = 3x4= 4x4= 4x4= 1 2 3 ;ç, 17 18192021 22 23 25 :. o_ o �a aa_ - o/\9/\ /\ /\9/\ i \ .2N / \ 2 \ I9 40 39 38 37 36 35 34 33 32 31 30 29 28 27 6 3x4= 4x5= 356 FP=355= 3x5= 355= 355= 4x5 = 3x5= 455= 4x5= 354= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1i4-0-121 I 20-4-13 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 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.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) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=-4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=-4116/0,15-16=4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. KC(' (.3.c. PR O figs 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 K - G�NE R s, be attached to walls at their outer ends or restrained by other means. N F 3 4t 870 2PE /-7 1' N rcv -y �"3i, OREGON ti� t/N ''QP AMBER \\ ?O O ' A. HER�P EXPIRES:06/30/2017 November 30,2015 1 1 MIMS ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/1P11 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 11;6,, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS Q-1/16 2. Truss bracing must be designed by an engineer.For rb vide truss spacing,individual laterabraces themselves p may require bracing,or alternative Tior I 1 i I 2.I I I M I I 2 I g likL\1 1 Pi 11$4F7 _ O •. p bracing should be considered. 111M14%r O 3. Never exceed the design loading shown and never � (5C' stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c'S cs-e designer,erection supervisor,property owner and plates 0-1'i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. is"... 15.Connections not shown are the responsibility of others. ' Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. INN number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MI° 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, I lie 1%, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A 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: K1560775 thru K1560790 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. <<X. P R OFF'S*�S' GMN,t~ 44. 89782PE 9' OREGON (:)K. Q` " '1RY 15 <<,Q''fir PA ' U( , R , • • ,ESE : 2131 216 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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 14-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-07-02 7-06-14 '1 T 1' 12 IIM-4x4 12 10.90 7' 3 N 10.90 AL..11\ -70O M-3x4 M-3x4 y1-00 b 15-02 y1-00 y �,•��. tk ilN. /0 $9fi82PE r" JOB NAME : 3413-A REV. POLYGON NW - Al Scale: 0.3909 �+../. _ RAW WARNINGS: GENERAL NOTES, unless otherwise noted. � 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown ands orae ndNdual '$7^-OREGON ' �, Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper =lf�t, (] 2 2x4 compression web bracing must be installed where shown+. incorporation of component k the responsibility of the building designer. Lf ,,V �w, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / �R 2 0.and at 10'o.c.respectively unless braced throughout their length by `� s the responsibility of the erector.Additional permanent bracing of continuous sheathing r such as plywood sheewhereceo/onor drywall(BC). �A 1, '' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ - L SEQ.: K1560775 4.Na load should be applied to any component until after all bracing and 54..Design ofhneeistrushe rspobeulity of sydnthe repeivecontrrosive ractor.environment, fasteners are complete and at no time should any loads greater than gn assu m condition" design Ioatls be appl ed to any component. and are for"dry of use. TRANS ID: LINK 5.CompuTrus has nocontrol over and assumes noresponsibility for the 6.Design assumes ullbearngatallsuppo sshown.ShimorwedgeIt .EXPIRES: '12/31/2016 nary. CA 1 1 fabrication,handling,shipment and installation of components. 7.Desgn assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-729) 317 1- 8=(-421) 531 3- 9= 2x6 KDDF # 7) 534 4- 9=1&BTR TiT1 SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9= 3 (_289) 990 282) 423 BC: 2x4 KDDF #1&BTR (- WEBS: 2x4 KDDF STAND 3- 4=(-595) 308 9- 6=(-185) 998 9- 5=(-169) 138 LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC TON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 139H 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 o equal at non-structural ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed = 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed = 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed = 0.133" 1/-00 27-06 .r MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" / 14-09 /2-06-05/ 3-07-11 / 3-08-09 / 3-10-07 / MAX HOAIZ. TL DEFL = 0.009" @ 27'- 0.5" 12 2 10.90 M-4x9+ 12 Design conforms to main windforce-resisting N10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, 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. 11111111111 M-4x6 M-1.5x3 y4 ," Illiiiiiiiis' II' ii- 111- M-3x8 9 0.25" M-3x4 -a io pR/!�� M-3x4+ M-5x12(S) 9ytp P!f l,/ 6.- - y 19-11 y 7-07 y ....,GJ `�, . N. �„ U/ 1-00 27-06 1-0o 8$ 2PE �` JOB NAME : 3413-A REV. POLYGON NW - B1 `�' : Scale: 0.1890 �- '• p� ta WARNINGS: GENERAL NOTES, unless otherwise naiad:- }_7. 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 `/� V Truss: B1 and Warnings before construction commences. building component.Applcabilityofdea parametersand 2.2x4 compression web bracing design proper ���1 �� press g must be detailed 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 chorda to be laterally braced at . PAUL 'Pi` Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 7Q 5.0.respectively unless braced throughout the r length by DATE: 11/30/2015 the overall structure is the responsibility of building continuous sheathing such as plywood sheathing(TC t and/orerywall(BC). P ty o designer. 3.2x Impact bridging or lateral bracing required where shown Ce SEQ. : K1560776 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectiveconiraUor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are M be used In a non-corrosive environment, TRANS ID: LINK deagnmaaabeapplatltoanrdompanom. and are for"dry condition.'of use. EXPIRES: 1213/12016 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.nesssary.mesfull bearing atall suppodsshown.Shim orwedge if November 30,2015 fabr Caton handling sh pment antl nstallat on of components necessary 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 bath faces&truss,and placed so their center TPWVTCA In 0151.copies of which will be tumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 90-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #10B15 LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #1&BTR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-9539) 1203 WEBS: 2x9 KDDF STAND; LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 206 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 9=(-1272) 6129 TI LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 977.1)+DL( 394.4)- 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 319H 5.50" 19.98 ODOR' ( 625) ,I' ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: For/ 9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 row(s) throughout 2x8 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.091" @ 2.0" Allowed = 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL - 0.032" @ 27'- 0.5" f f f MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 10.90 7 N 10.90 4.0" Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,(,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N� load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 2 M-5x16M-5x16 "ci . ��88� - •1'= 6 7 8 0 M-4x10 =11-10x10 M-9x10 M-7x8(S) J, 7-09 y 6-05 y 6-05 y 7-09 y '� �� POFFS y is o6 * 12 oo y �c�• �� �CalN�� . -0 . y 27-06 '9`782PE JOB NAME : 3413-A REV. POLYGON NW - B2 Scale: 0.1866 / WARNINGS: GENERAL NOTES, unless otherwise noted: • 1 Builder and erection contraston should be oduised of all Genera;tuoteS 1.This design is based only upon the parameters shows ends for anndNdual q-OREGON 0• �. Truss: B2 and Warnings before construction commences building component.Applicability of design parameters and proper /�jf� 2.2x4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. `+'CYe'1 +<.�. _ 3.Additional temporarybrach to rears stabilityduring 2.Desgn assumes the top and bottom chords to be laterally braced at 7 ^i F g 2 o.c.and ate o.c respectively unless braced throughout their length by ('� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL CT� 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.:. Vi5 6 0 7 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibihty 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 assumes for"dry condition"of use. 5.CompuTushas nocontrol over and assumesnore biles for the 8.Deo fall bearing at all supports shown.Shim or wedge it -EXPIRES. 12/3'1/20'16 responsibility ssary, EXPIRES�7 L/c7 LV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sea of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" COND. 2: Design checked for n 5 TC: 2x4 KDDF #1&BTR I t 9 e (— psf) uplift at 29 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&13TR SPACED 29.0" D.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.8ft, TCDL=9.2,SCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL — 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 T 'r 1' 12 IIM-9x4 12 10.90 7 2 N 10.90 4dlI1I1h Too -M-4x4 7_M-4x4 J‘ y y 0) PROFF 16-00 1-00 �- • GINS -i#1 89782PE r" JOB NAME : 3413-A REV. POLYGON NW - GGE • Scale: 0.3299 =1 / � .— WARNINGS: GENERAL NOTES, unless otherwise notatl 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and.for an individual ..$7 OR EGO N �' Truss: GGE and Warnings before construction commences. bolding component ApplcabBRy of design parameters and proper - 2.2x4 compression web bracing must be Installed where shown♦. incorporation of component s the responsibility of the building designer. �}' ••AA((�� 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords to be lateraly braced at j� �1> A � is the responsibility of the erector.Additional permanent bracing of 2o.c.and at l0'o.c.respectively unless braced throughout their length by 1 { �_V` DATE: 11/30/2015 the overall structure sthe responsblN ofthe bu ltl ng des goer. ceMnuoue sheath ng such es plywood sheathng(TC)enNor tlryvrall(BC). �� � Vik _ 3.2x impact bridging or lateral bracing required where shown•a ;` --- DATE: : 1<1560778 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respegrce contredor. 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 andibom of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if �/o fabrication,handling,shipment and installation of components. necessary. ,C../A TIRES. t2f3j lF7(\��* T.Peses hallassumescaed°oneothlfage'o trussaNovember 30,2015 a l �7 C c7 f/-LV V 6.This design Is furnished subject to the limitations set forth by e.Plates shell located se both faces of truss,and placed so their center TPIM/ICA 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 7.6.7(1 L)-E to.For basic connecter 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 90'— 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 HIDE #15BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Unbalanced live loads have been considered for this design. LL = 25 PSF Ground Snow (Pg) inuthedplaneeoffthewtrussoonly. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 1` 'I T 13-03-01 6-08-07 6-08-07 13-04-09 T 1' '1 T T 12 M-4x4 12 7.50 F77 Q 7.50 IIIIIIIP M-3x5(5) M-3x5(5) IIIIVIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINI 1M-3x5(5) M-3x5(5) o o M M-3x4 -3x4 c69. 15-09-08 y 8-04 y 15-11 • ••S� �NGG 1 e��6/ •:. k 90-00-08 4t 1-°--g647 al P t .:' JOB NAME : 3413—A REV. POLYGON NW — C1 •- .— —. Scale: 0.2001 WARNINGS: GENERAL NOTES, unless otherwise no[d'. . 1.Builder and erection contractor should beadvised ofall General Notes 1.This design isbased only upon the paramet showndIsfor anindividual -74,,..c)REGON , Q,. Truss: Cl and Warnings before construction commen«s building component.Applicability of design parameters and proper Z t�+' 2 2z4 compression web bracing must be installed where shown 0. Design assuincorporatiomes a the top bottom the chords responsibility of mebuildingraced goer. 1 V 2.Design assumes the top and bottom chords to be laterally braced at 1 3.Additional temporary bracing to insure stability during construction Toc and at 117o.c respectively unless braced throughout that length by /� �j Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). RAUL ;•\: 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•• SEQ.: Ki5 60 7 7 9 4.No load should be applied to any component until after all bracing and 4.Installation o/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 full bion"p use. 21)3�j1/Y7(� 5.CompuTrus has no control over and assumes no responsibility for the a necessary. fabrication, esign ssumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3 I/'L V 1 e ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TRIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate sae of plate in inches. MITek USA,Ino./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 90'- 0.5" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/ODF/Cg=1.00 BC: 2x9 KDDF #1031R LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 SPACED 29.0•' O.C. 2- 3=(-2520) 1212 9-10=(-971) 1952 9- 3=(-309) 550 WEBS: 2x9 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1990 3-10=(-679) 563 LOADING 4- 5=(-2035) 1088 11-12=(-509) 1816 10- 9=(-971) 1029 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2590) 1157 12- 7=(-727) 2107 4-11=(-976) 1090 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -269/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 T Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. T T T T T T T Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 7.50 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.50 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 4 'U-'( Truss designed for wind loads " in the plane of the truss only. M-5x6(S),,,00•0000071 5)" 0.M-5x6(5) 0.2525" ov. .moo 1 N '-' M-1,5x3 M-1.5x3 allillh\ \ yr0 f u: r^ - ee ee I • 12 • P0 . 0 •�rt) ROpE . -3x6 M-3x4 025" 0.25" M-3x9 I - 6o M-5x6(S) M-5x (S) Gj. NACa4 � / �y y yy l y 8-02 7-07-08 8-04 7-07-08 8-03-08 y l �,__ +�©e� L. 40-00-08 1-04-08 • a�l OG P JOB NAME : 3413-A REV. POLYGON NW - C2 Bale: 0.1555 "r J - AM WARNINGS: GENERAL NOTES, unless otherwise noted: _• i�EGON ^^ Truss: C 2 1.Builder and erection contractor should be advised of all General Notes 1.The design Is based only upon the parameters shown ands for anindividual • Q and Warnings before construction commences building component.Applicability of design parameters and proper . ...,,,•,,, •iS'[��y y{ �� �, 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. I�S TT T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at \ is the respons bidty of the erector.Additional permanent bracing of 2 o c and aleathing such as plywood o c respectively unless braced throughout their length by � . L DATE: 11/30/2015 the overall structure le the responsibility of the building designer. 3.continuous shesheathing(TC)and/or drywall(BC). )re 2x Impact bridging or lateral bracing required where shown SEQ.: K 15 60 7 8 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 bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment component. antl are for"drycondition"ofuse. EXPIRES`: 12/31/2016 TRANS ID: LINK desgnmadebeappnedtoany 5.CompuTrus has no control over end assumes no responsibility for the e.Dnesign assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ^' November 30,2015 6.This design is furnished subject to the limitations set forth by .Design assumes adequate drainage is provided. 0 8.Plates shall be located on both feces of truss,and placed so their center TPVWICA in BCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com uTrus Software+7.6.6-SP2 9.Digits indicate size of plate In Inches. 1 L p ( )-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 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=(-9162) 1836 1-11=(-1458) 3621 11- 2=( -905) 1158 6-16=(-473) 1050 BC: 2x9 KDDF 4k15BTR SPACED 29.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12-( -791) 555 16- 7=(-686) 568 WEBS: 2x4 KDDF STAND 3- 4=(-2251) 1067 12-14-) -766) 2440 12- 3-( -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 64 3-14=( -618) 363 17- 8=(-297) 396 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16=( -196) 1380 13-19=( -87) 0 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1969) 1088 16-17=( -509) 1759 14- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 19- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=( -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 90'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 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 = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.344" @ 13'- 9.0" Allowed = 2.608" MAX LL DEFL = -0.008" @ 91'- 5.0" Allowed - 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 f f MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12I 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" T T T T T T T T T 12 12 Design conforms to main windforce-resisting M-4x6 7.50 Q 7.50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 dN (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 ;`\ load duration factor=1.6, M-5x6(5) F M-5x6(5) End vertical(s) are exposed to wind, Truss designed forwindloads 0.25" s 0. 5" in the plane of the truss only. M-3x4 PI 3 M-1.5x3 • M-3x5 2 M-31111. x8 ' o �0 o 'k• ` 1 M-5x6 12 19 n!`- "" = 0 1" M-3X4 0 13 15 16 17/AillillIllk.-' .\0o 1 1M-3x4+ o M-1.5x3 0.25" M-3x4 M- x6 1 o O M-3x4+ o M-5x8 M-4x10 M-5x6(S) � ry p�� t* a 3.75 �,V I-{ 12 ), k )' y ), ), y cr`� � � GtN lQ2 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 b y y y yW 9`782PE � 2-04 10-10 26-10-08 1-09-08 : y 40-00-OB • .ier ' JOB NAME : 3413-A REV. POLYGON NW - C3 Scale: 0.1297 / WARNINGS: GENERAL NOTES, unless otherwicenotetl •�f_.1?.,tOREG©N(+�a' Q-, 1.Builder and erection contractor should be advised of a8 General Notes 1.This design s based only upon the parameters shown ands for an individual rnQ • ti,( - Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper • �Ry nt 2 2e4 compression web brad must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to nears stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��, N the res onsibili tterector.Additionalpermanent bracing of 2'a s.and at 7D'o.c.respectively unless braced throughout their length by • p 90 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 11/30/2015 the overall structure's the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. J /5 .5 E'Q• KI560781fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be non-corrosiveused'na environment, EV[,3jR s*. `�ryLf^c�"�f2V1 TRANS ID: LINK design loads be applied to any component antle^asssufor me5ulbea or at a. Af 5.CompuTrus has no control over and assumes no responsibility for the e.Dee full bearing at all supports shown.Shim or wedge if November 30,2015 necessary. fabrication,handling.shipment and installation o/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 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,Ino./CompuTrus Software+7,6.6SP2(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 90'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -405) 1153 19- 6=(-586) 996 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11-) -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=(-2252) 1066 11-13-) -766) 2427 11- 3=) -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-19=( -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1165 14-15-) -202) 1369 12-13-) -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16-) -503) 1798 13- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2485) 1229 16- 9=( -769) 2083 13- 5=( -503) 1033 8- 9=(-2610) 1087 13-14=( -396) 1711 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 749 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 POE. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 168217 0/ OH 5.50" 2.69 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 9.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" @ 13'- 4.0" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" T 1' 1' 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 .' ' ' T 3' . 1' 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 M-4x6 Q 7.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 'f'( load duration factor=1.6, End vertical(s) are exposed to wind, M-Sx6(S)M-3x5 �\ M-5x6(S) Truss designed for wind loads in the plane of the truss only. 5 .25" 0.25" 4 7 air 1 M-3x9 A .• 3 M-1.5x3 M-3x5 AIL.:,_ 2 M-3x8 , Otirilli ."' - ' /A1= 1111161... l0 , 13 . ,n :o_"' X M-5x6 11 ^a�`� is 0 1 M-3x4+ M-3x9 0 1z 14 15 16 �.6o 0 M-3x4+ I M-1.5x3 0.25" M-3x4 M-3x6 I 0 0 M-5x8 a 3.75 M-4x10 M-5x6(S) r 0 PP 1'12 y y y y y y y __..c,.. _ G. 1 Al j _ y2-04y 5-05 5-06-12 y 2-04 8-05-12 7-07-08 8-03-08 l am. - fi1 49 ... 2-04 10-10 26-10-08 40-00-08 • JOB NAME : 3413-A REV. POLYGON NW - C4 ./ Scale: 0.1347 OREGON WARNINGS: GENERAL NOTES, unless otherwise noted. ""'`EGO''` p�"r7 I.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an ndmdual �� l 2- 'y� Truss: C4 and Warnings before construction commences building component.Applicability of design parameters and proper $ - 2.2x4 compression web bracing must be at dwhere shown+, incorporation of components the responsibility of the building designer. 1y _( . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced at r� PA le- Q`V is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectivery unless braced throughout their length by t DATE: 11/30/2015 the overall structure is the responsibility of buildingdesigner. continuous0Impact rhginglor latehasacnro re aired inersh wnee wall(BC). p N o goer. 3.2x Impact bridging or lateral bracing required where shown++ S E'Q.: El5 6 0 7 8 2 4.No load should be applied to any component until after aA 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, EXPIRES 12/31/2016 component. TRANS ID: LINK design loads beapplied foany and are for"dry condition"of use 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6 neessaryumesfullbearngetellsupportsshovm.Shimorwedged November 30,2015 fabrication,handling,shipment end nstallatan of components. necessary. 7.Design assumes adequate dboth is provided. an 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of Vass,end placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ste of plate in inches. MiTek USA,Ino./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 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&3TR LOAD DURATION INCREASE = 1.15 1- 2-(-2633) 1077 1- 8-(-750) 2311 2- 8-(-277) 387 11- 6-(-304) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-2520) 1212 8- 9-(-507) 1941 8- 3-(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10-(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11-(-503) 1805 9- 4=1-471) 1029 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-476) 1043 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD - 42.0 PSF 5-11-(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 - 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL - 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 f '( T f ' f 1'f Wind: 140 mph, h=25.5ft, .2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 7.50 M-9x6 Truss designed for wind loads 7.50 4.0" n the plane of the truss only. 4 .67( IN M-5x6(S) M-5x6(S( 0.25" 0.25" 0 0v, .�O >l5x3fA\ /hIree ee vi :( o 0 1 M-3x6 M-3x4 3.25" bo.25" M-3x4* M-3x6 rt5 v M-Sx6(S) M-5x6(S) � � ) y y l y y � � 1 8-02 7-07-08 8-09 7-07-08 8-03-08 �rya' � % y y 90-00-08 -.: P9?82PE am': JOB NAME : 3413-A REV. POLYGON NW - C5 Scale: 0.1533 WARNINGS: GENERAL NOTES, unless otherwise noted: C2` pC�'A �I � : 1.Bulderand erection contractor should beadvised ofall General Notes 1.This design sbased only upon the parameters shown and sfor an ndniduel ORE3OIV Truss: C5 and Wamings before construction commences building component.Applicability of design parameters and proper �{/ {')Q 2.2x4 compression web bracing must be Installed where shown.. 'ncorporatan of component is the responsibility of the build designer. aT. • S G ,V 3.Additional temporary bracing tonsure stability during constructor 2.Design assumes the lop and bottom chords to be laterally braced T -Al.^I -t J _` s the responsibility of the erector.Additional permanent bracing of 2 o c and at 13f on.respectively unless braced throughout their length by • itv DATE: 11/30/2015 the overall structure Is the res onsibi6 f the buildingdesigner. continuousxImp sheathing lateb plywood re uired llele e and/or tlrywell(BC). •- �J�.'"+] '�' p ty o 3.2x Impact bodging or lateral bracing required where shown+. PAUL I� SEQ.: K 15 6 0 7 8 3 4.No load should be applied to any component until after al bracing and 44..Installation of truss is the res po sibe uliityd nty of thhe re p ctivelve nive moler. nt, fasteners are complete and at no time should any loads greater than gn assumes design loads he applied to any component. and are for"My condition"of use. �/ TRANS ID: LINK 5.compurrushasnocontroloverandassumesnoresponsibilityforma B.Design assumes full bearing atahsupports shown.Shim orwedge:1 .EXPIRES: 1.2/3,1/201.6 fabrication,handling, teary EXPIRES: G G edlsujnctct installationms components. 7.Design adequate on is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed se their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue or 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 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&3TR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x4 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-686) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1043 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1040 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 304H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) • ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.163" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting T - f f f 1, f system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 N7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 "7' End vertical(s) are exposed to wind, >;�\ Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-Sx6(S( .25" 0.25" 3 >15x3fAc • ee ee cbillikili ..� a v 0 1** 9 0 1 12 -7 0 1 M-3x6 M-3x4 b.25" 7.25" M-3x9 M--�6 1 1•fD • M-5x6(S) M-5x6(S) r. 0) Pf7��t� 8-03-08 7-07-08 8-04 7-07-08 8-03-08 �C��_ 1N4-. >Q� y y y 40-02 1-04-08 8978 PE r",: JOB NAME : 3413-A REV. POLYGON NW - C6 • • • Scale: 0.1516 .J/ `_• WARNINGS: GENERAL NOTES, unless otherwise noted: _ Truss C6 1.Builder and erection contractor should be advised o/all General Notes 1.This design Is based only upon the parameters shown ands for an ndNidual OREGON �'u • and Warnings before construction commences building component.Applicability of design parameters and proper YA,�Li f 2Q. Q- 2.2x4 compression web bracing mull be Installed where shown+ incorporation of component s the responsibility of the ally g designer. yJ' `(}� 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the lop and bottom chorda tobelaterele braced at � RY'"�J is the respons biGy of the erector.Additional permanent bracing of 7 o c and at 10'o c respeclNely unless braced throughout their length by ` .--- DATE: 11/30/2015 the overall structure is the responsibility t the buildingdesi nor. continuous sheathing such as plywood sheathing(TC)eand/or drywall(BC). Aq G i j �+ 1 P y o g 3.2x Impact bridging or lateral bracing required where shown++ -V L SEQ.: K15 6 0 7 8 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 are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition'or use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes NII bearing at all supports shown.Shim or wedge if .EXPIRES. 12/31/2016 fabrication,handling, ssa hedpment ndInstallationofcomponenta. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPkWCCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 2.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 MOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T 1' 1' 13-04-09 6-08-07 6-08-07 13-09-09 T T T T T 12 HM-4x4 12 7.50 1/ 2 Q 7.50 M-3x5(5) M-3x5(5) 171111P 4# Ny o ' O 4 0 tt o M-3x5(S) M-3x5(S) o M-3x4 M-3x4 ,�D PROPE p� 15-11 8-09 15-11 . ,meq : t4- 'lQ 90-02 44.7 .: 1-0;'— ....- &782PE , JOB NAME : 3413-A REV. POLYGON NW - C7 ,�►%�/ Scale: 0.1993 _ Irr WARNINGS: GENERAL NOTES, unless otherwise noted: *"f OREGON 47 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 anindividual s�� Truss: C7 and Warnings before construction commences. building component Applicability of design parameters and proper [ a's 2.2x4 compressor web bracing must be installed where shown e. incorporation of component s the responsibility of the building designer. a , Lfe�l a•� _ {f ,V 3.Additional temporary bracing to insure stab IM1y during construction 2 Design assumes the top and bottom chords to be laterally braced at T "1/i 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 /['[' ` DATE: 11/30/2015 the overall structure is the responsibility of the buildingdes centmousridging sheathing suchtrlabacwg requiredd In ere and/or tlryvr411(BC). �'i7 R` p ty icier. 3.2x Impact bridging Sr lateral bracing where shown r d U 1�. SEQ.: K15 6 0 7 8 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 ID: LINK design loads be applied to any component. s.D are far dry condition. fu0b etlnf ut ail supports shown Shim or wedge 5.CompuTrus has no control over and assumes no responsibility for the ceg assumes c a ppo g EXPIRES:RES. 12!31/271 1 6. ry. C r J�i G G V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the hmftations set forth by 8.Plates shaft be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) AM This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-06-08 T 1' 12 9.00 V 2 -f 0 I 0 o r -i F- 1 ''I o f 1 O 3 M-3x4 4 1' 1' 1' 1-00 11-06-08 12-06-08 4. .,c t. aJNEk. > 89782PE v— JOB NAME : 3413—A REV. POLYGON NW — D1 • • • Scale: 0.4806 -=-. WARNINGS: GENERAL NOTES, unless otherwise noted: / OREGON` "s 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an individual A TA Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.N4 compression web bracing must be installed where shown�. incorporation of component s the responsibility of the building designer. q Q 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �(t5 ^7 t/'"� �fy`.41.. Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at lQ o.c.respectively unless braced throughout their length by �T I 'fie DAT E 11/30/2015 the overall structure is the responsibility of the building designer. 2 imp us sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U L ;`�, 3.rax Impact bridging or lateral bracing required where shown+. - SEQ.: K15 60 7 8 6 4.No load should be applied to any component until seer all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. • TRANS ID: LINK design loads be applied to any component. and are for"dry condition?'of use. 5.CompuTms has no control over and assumes no responsibility br the 6.Design assumes Nil bearing et all supports shown.Shim orwetlgeIt EXPIRES: 12/31/2016 necessary' fabrlcatlon,handling,shipment and Installation of components. 7.Designassumesadequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag be boated on both faces of truss,and placed so their center TPINWTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTms 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 12`- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE' #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2-( 0) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6-(-686) 208 WEBS: 2x4 KDDF STAND; 3-4=( -7) 3 6-3-(-165) 128 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner - 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ** 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 - -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed = 0.708" 6-09-14 5-04-14 0-03-12 MAX BORIZ. LL DEFL - -0.005" @ 12'- 1.0" AA f f MAX HORIZ. TL DEFL - 0.009" @ 12'- 1.0" 12 4.00 G," M-1.5x3 q Design conforms to main w indforce-resisting 3 -/ system and components and cladding criteria. IIIII I Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.3, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X911111 11111111 in the plane of the truss only. 2 N 01411,111111 I 1 _„,114.1111111111' 1111 .11 .11 .11 .11 -1111111 gp o 7►� 5 6 O M-3x8 M-1.5x3 M-3x4 y b l 6-08-02 5-10-06 y b y 1-00 11-06-08 1-� ROFE y 12-06-08 y �Ca ��r k / - ,cam. 89782PE 1`"'. JOB NAME : 3413-A REV. POLYGON NW - D2 ._1 • Scale: 0.4181 /', -- WARNINGS: GENERAL NOTES, unless otherwise noted: / � "y OREGON �.. I.Builder and erection contractor should be advised of all General Notes 1parameters shown This design is based only upon the parameteshown and s for an individual ^ Truss: D2 and Wamings before construction commences bolding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown i. incorporation of component s the responsibility of the building designer. .V1 "A ,a<_i9, �'s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally brocetlen '-i R�+�' \J 2 0.0.and ate o.c.respectively unless braced throughout their length by I. . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i 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 e.i.PA L �� SEQ.: K1560787 4.No load should be applied to any component until after all bracing and 4.5.Installation of omeas is thhe rrspobaullity ty of thenenp ctiveiveenraconrment, fasteners are complete and at no time should any loads greater than Design con design loads be applied to any component. and are for"drydition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing al all supports shown.Shim or wedge if EX P I RES: 12/31/2018`y/31/201 8 necessary. EX 1-[G L/ / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPISMCA in BCSI,copies of which will be furnished upon request. lines coinGde with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTras Software 7.6.7(1 L)-E t0.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 9'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #103TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 2-3=(--93) 176 1-5=(-220) 392 5-3=(-129) 199 SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDDF STAND; 3-4=( 0) 0 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 114H 5.50" 0.66 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 37 1: Heel to plate corner - 5.25" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ++ 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 - -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.014" @ 5'- 2.6" Allowed - 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed - 0.519" 5-03-02 4-01-10 0-03-12 f f f MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 4.00 V M-1.5x3 Design conforms to main windforce-resisting 3 4 -/ system and components and cladding criteria. Y Wind: 190 mph, h=20.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 N to 0 in O M-3x8 M-3x4 )' .1 b 9-03 0-05-08 )' b y 1-00 8-08-08 l y :978GPE �' JOB NAME : 3413-A REV. POLYGON NW - D3 ,Ar ., Scale: 0.4704 ,_/ • MIN WARNINGS: GENERAL NOTES, unless otherwise noted. . / Truss D3 1.Builder and erection contractor should be advised of all General Notes 1.This design Isbased only upon the parameters shown and s for anindidual OREGON at• and Warnings before construction commences building component.Applicability of design parameters and proper (�- 2.2x4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility['lithe building designer. 2 �}"` 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the lop and bottom chorda to be dthrou ally braced ]rll- V . is the responsibility of erector.Additional 2oc and at io oc.respectively unless braced throughout their length by �' pons ry opermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d II BC �r DATE: 11/30/2015 the overall structures the responsibility of the building designer. 32x Impact bridging or lateral bracing required where shown t+rye( ) PAUL 1'� SEQ.: K15 6 0 7 8 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 6.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. EXP p Gam* fy))//�] /a�/� 5.CompuTrus has no control over end assumes no responsibility for the fi.Design assumes NII bearing al all supports shown.Shim or wedge It EXP)RES: eZ/31l-LV 1 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 Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIATCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ES12-1988(Wield This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF bl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) areexposed to wind, (u ver.ica or equal non—structural Truss designed for wind loads vertical members on). LL = 25 PEE' Ground Snow (Pg) in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ** For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 T '1 12 4.00 E" 2 —/ o I M , I JONIMM=MMIIMMEMIIMMIIMMMIMIMMEIM CD 3 4 M-3x4 y ), y 1-00 8-08-08 y b 9oso8 ,t.0PROre— `- 89782PE r-, JOB NAME : 3413—A REV. POLYGON NW — D4Scale, D.5079 . G% `• xA WARNINGS: GENERAL NOTES, unless otherwise noted St!+�' y^� /^��e'�/�� ^ted 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an individual _ /r 1,REG V I V rt yr • Truss: D4 and VJamnga before construction commences. building componem Applicability of design parameters and proper !. 2 2.2x4 compression web bracing must be Installed where shown k. incorporation of component is the responsibility of the building designer. 4.--- ���xs� tJ py. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ''4� R J' A: -'1'44Z.•-•: Is the responsibilityfthe erector.Additional permanentof 2'oc and at10.oc.respectively unless braced throughout their length by o permanen g continuous sheathing such as plywood ng(TC)and/or drywall(BC). RA 1"i L -.-- DATE: 11/30/2015 the overall structure is the responsibby of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �,•1 4.No bad should be applied to any component until after s0 bracing and 4.Installation of truss Is the responsibility of the respectbe contractor. SEQ. : K15 60 7 8 9 fasteners are complete and al no time ahold any bads greaterthan 5.Design assumes trusses are to be used In a noncorrosive environment, and TRANS ID: LINK design bads be applied to any component. Design assumeor"dry s fullition"of y p �+ �J 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Nll bearing al all suppods shown.Shim or wedge If EXPIRES: 12/31 la")/S1 y_ CRT— !—tG G J /-LV LJ fabrication,handling,shipment andlnstallawn of components. 7.Design assumes adequate drainage is provided November 30,2015 6.This design Is famished subject to the limitaetions set forth by B.Pbtes shall be located on both faces of truss,and placed so their center TPVWfCA In BCSI,copies of which will be Punished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ina/CompuTtus Software 7.6.7(EL)-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/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-15) _ BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-27) 19 2-9-(0) 0 TO LATERAL SUPPORT <= 12"OC. (JON. LOADING BC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -73/ 298V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL - 25 POE' Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 9.00 C,"" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed - 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed - 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL - 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads ,D in the plane of the truss only. 2 u /I r 7' Mill o1 mo 0 M-3x5 y 1-00 y 1-00 y c.4 PRork 1-00 PROVIDE FULL BEARING;Jts:2,4,4 �(; �f-``Ri-- ('�� � J.: Sd�®1jVtt�� :'9'782(E � JOB NAME : 3413-A REV. POLYGON NW - E1 • r Scale: 1.1020 lir -- WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: E 1 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon Be parameters shown and is for an Individual }f 11`EG©N ^tom and Warnings before construction commences building component.Applicability of design parametera and proper 7 4 2.2c4 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 chords o be laterally braced at AR '= � `E. : is the responsibility of the erector.Add sonai permanent bracing of 2 o c and at 10 op.raspecirvely unless braced throughout their length by � r - DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 25tmpcontinuotus rhgorg suerlbh as alcing required,Irere)awn+drywell(BC). I .S t� 3.rax Impact bridging or lateral bracing where shown++ -AUL `i SEQ.: K1560790 4.No load should be applied to any component until alter all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for-dry condition.'or sae. 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.DesignetnesfullbearingataUanpporlashown.Ohimorwedgei( EXPO- $. 12/31/2016 fabrication,handling,shipment and installation of components. ry. '.Design 56.1assumes badequate to oth face es is ptruss,d. an November 30,2015 6.This design is mmished subject to the limitations set forth upo by B.Plates be located on both faces of Truss,and placed so their center TPI/WTCA in BCSI,copies of which unit be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 111%‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0 1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Es bracing should be considered. 3. Never exceed the design loading shown and never ��� ino,,ril Ustack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7° C6-7 C5-6 ,(2. designer,erection supervisor,property owner and plates 0-' ' 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. shallUnless not exceed l 19%at moisture timef fabrication.lumber 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-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. .i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. ."--- Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINIM 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a ty 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