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Plans (445) s-room- 06377 mit1 g0 5w F - Lv\ MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398 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: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PROPE. co ENGINE /, 414 87022PE A— N -57 fi'0j, OREGON R5) <U� �MsER OS A. HEW' EX• '`:06/30/ $.000 November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996168 PL15-398_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 10:55:55 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12tlyAg??-C21otXC6_hwKV1 DU3AVpf6uLN?I8tNil8mFYHYyEzr2 1 1-8-12 1 1 1-410 1 2-0-0 1 1 1-2-0 II 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale a 1:37.2 3x5 = 1.5x3 I I 4x8 = 3x6= 1,5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 ////�j22 3 \ 4 5 6 7 8 9 10 11 \ 12 //`13 14 e L7R 7 / o N o la, �al IMII 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 II 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 I 11-10625-61 I 18$8 21-4-0 I 1 1-11-12 9-10-10 0-7-0 b-7.0 56.2 2-9-8 Plate Offsets(X,Y)- (2:0-3-0,Edgel,17:0-1-8,Edge),X8:0-1-8,Edge),(24:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 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/TP12007 (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 1 Max Uplift15=-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. 4. � AGNO'gwo 2 'z 87022PE 9{ N e SAT OREGO cl(Q1H 'Ao �MsER 1,� OS A- He EXPIRES:06/30/2017 November 30,2015 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek©connectors.This design is based only upon parameters shown,and is for an individual building coponent,not - a taus system.Before use,the building designer must verify the appfcabfiity of design parameters and properly incorporate this designminto the overallm �LI� 'r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi'�°eKP 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/TP11 Quality Criteria,058-89 and SCSI 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 R45996169 PL15-398 UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-8RtYIDEMWJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzrO I 1-0.0 I 1 1-1-10 ii 1-2-0 I P-7-21 11-2-0 1 1-2-0 ii 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 / \ te N / \ / \ ms \ r / \ 1:i!, 30 29 28 27 26 25 24 23 22 21 g 3x4= 4x5= 3x5= 3x5= 3x5- 3x5= 3x4= 3x5= 4x6= 3x4= 14-2-2 I 13-0-2 13-7-2 I 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- (14:0-1-8,Edge),[24:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress 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=-1042/0,9-10=-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. 670 2 "t 87022PE ter" 61.46-1-4-'19 fi-0,,, OREGO qo Qi-trr 9O ,1,/ On�S A. Heck EXPIRES:06/30/2017 November 30,2015 4 N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11 Design valid for use only with MTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quaify Criteria,DSB-B9 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 R45996170 PL15-398 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??cdRxWZF_GcIvMVy2112WHI Wp2Dne4k9lgkTCutyEzr? 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 11-2-0 110-8- I Scale=1:38.1 3x4= 4x8 = 3x4 I I 4x4= 3x5= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 �- a �, e e e_ e_ a e m •e_ s_ 2_ o < e e e o a 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 I 3-0-4 I 12-10-14 1}-5-14 1 22-4-12 I 3-0-4 9-10-10 'b-7-0D-7-0 8-3-14 Plate Offsets(X,Y)- (12:0-1-8,Edge),(27:0-1-8,Edge),135:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 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 Ina YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 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. (Ib/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35=-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-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=0/1208,4-04=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. �la D P R OF4- 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �'� Gi NE cS'� 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 �N (GN €9 Q� be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. Ct 87022PE 9r /' yN r SAT OREGO �o O��v 'PO FMSER A� r EXPIRES:06/30/2017 November 30,2015 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding 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 MjT ele is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPid Qualify Criteria,DSB-89 and BCSI Building Component 109 Suite u Safely Informaffon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SCures Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996171 PL15-398_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mrrek Industries,Inc.Fri Nov 2710:55:59 2015 Page 1 ID:zs2ygYHMYltl_Z1 p9y12t1 yAg??-4q_JjvGd1wQmzfXFl?ZJpy3?Cc7vpDxu3ODIQJyEzr 1 1-3-0 1 1-5-0 I I 1-0-6 I 2-0-0 I 1 1-2-0 1I . Scale=1:37.1 3x4= 1.5x3 I I 4x6 = 3x4 I I 3x10 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I I 1 2 ` 3 4 5 6 7 8 9 10 11 12 13 14 '-'7' o -/ , ! . . \ e / e . e � e r 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 I I 3x4= 3x6= 3x4= 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— (8:0-1-8,Edge),(17:0-1-8,Edge],123:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=1567/0,13-15=-1276/0,13-16=0/866,10-16=427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. .\-YE- PROFESS <cc. ��G]NEF'7 i'2� Q 870 2PE /r" CD N y �Aj, OREGON �o Q4v�' 9O ��BER \ : OSA H . P EXPIRES:06/30/2017 November 30,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE NI.. Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent.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 i1J11iTek" 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 Quaily Criteria,DSB-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 R45996172 PL15-398_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 10:56:01 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-0C638bHtZXgTDygdQQbDuN8HVQikHAIBWii5UCyEzgy 1 1-0-0 1 0�i H1-2�X11 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 354= 356 FP= 354 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e _ a e_ a_ a_ a_ c_ 1 0 ° < e - e l'-'1'' ., e e JJ01 e o o .e - e - 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 356-3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.554 SP= 15-6-14 I 14-4-14 11-11-1f 1 21.4-0 1 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),127:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 lncr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=4727/0,12-13=-4554/0, 13-14=4554/0,14-15=4554/0,15-16=-3935/0,16-17=-3935/0,17-18=3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=-20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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 sz,0) P R()Fe attached to walls at their outer ends or restrained by other means. ��� � G'NEER Seo2 �� 87022PE 9r -y Aj, OREGsN qpO<U 9�, AMBER 11 S A. Heck EXPIRES:06/30/2017 November 30,2015 t B ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ,p a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated 4 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/MI Quail/Criteria,058.89 and ICS!Banding Component 7777 Greenback Lane Safely Informalion 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 R45996173 PL15-398_UPPER Fob 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 10:56:02 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7KOYoKIMRPOeyEzgx 1 1.6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 11-2-0 11x1 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4= 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 0 N I i I \ / \ / \ / ` / N / /N / N / N / N N 'e � e e e - e- o e a - _ .' 05 _ 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8 = 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5= 3x5= 3x4= 4x6 = 14-0-14 I 3-0-4 I 12-10-14 15-11 I 72-7-8 I 3-0-4 9-10-10 7-0 8-6-10 0-7-0 Plate Offsets(X,Y)- f12:0-1-8,Edgel,f27:0-1-8,Edge),f35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incr 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.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, 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(lb)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. ,s,v© P R OFE 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement ��� NGI NEF SSWQ at the bearings.Building designer must provide for uplift reactions indicated. ,\ !G R 2 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 LV "17 be attached to walls at their outer ends or restrained by other means. 4 . 870 2 P E r" 6)CAUTION,Do not erect truss backwards. fiAT OREG N ti� � ,¢o EMBER •\1 .' v. ps A- HEY` EXPIRES:06/30/2017 November 30,2015 4 __ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI/-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent 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/TPIl Quad,/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 Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996174 PL15-398 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYlt1 Z1p9y12t1yAg??-RnoCmcJIsS224QPC5Z9wWOmgUdkyUYzdDfwW5XyEzgv I°"1°"°I 4 1 I 1-2-0 I P'19 I 0-9-0 1 a9-D I I°-9-°0-943 I I a9-°l°-9-°I Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 a _ _ a \ a /\a/\ _/\® _/\a/\a/\a/�\ ai \e/\e/\e���e _% a 14N 40 39 38 37 36 35 34 33 32 31 30 29 28 27 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14 -14 I 13-2-14 1p-9-141 1 20-2-0 I 13-2-147-0 11-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgej,(18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 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=881/0-4-4,40=881/0-2-12 FORCES. (lb)-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=-1200/0, 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, 1632=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. ��(� PRO/ . 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'< Gj NE R 3> 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 _\ F Q2 be attached to walls at their outer ends or restrained by other means. '9 870 2PE r N cv 7 ''0,), OREG N eP IL 'A0 FIBER 1,' O °S a. HE04 EXPIRES:06/30/2017 November 30,2015 I r WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'x a truss system.Before use,the buBding 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 Milele 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/1911 Ovally Criteria,DSB-B9 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996175 PL15-398_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 10:56:05 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-v_MayKNdmAvia_PFGg93DJ2719nCzgmRJg4dzyEzqu 1 1-6-0 1 1-3-4 1 I 1-4-10 1 2-0-0 1 1 1_2-0 11 1-1-10 1 1 1-3-11 1 1-3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5x3 I I 1.5x3 II 3x6 FP= 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 a N1-4 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5= 1.5x3 I I 1.5x3 I I 3x6= 3x8 = 14-0-14 I 3-0-4 I 12-10-14 1l-5-11 I 19-7-0 I 22-4-11 I 3-0-4 9-10-10 (-7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)- (8:0-1-8,Edge),F9:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 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 Uplift16=_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=0/762,14-17=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. �;:3 tiNG NEE, c..5'.0` o 2 �� 87022PE 9C' / Ntr - >, hv Ss -0 OREGON cid <t! 9c-, csMBER .\ ..O OSA. HEVk EXPIRES:06/30/2017 November 30,2015 5 i.... ®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 MilekO 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 o 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/OP11 Qualify Criteria,058-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996176 PL15-398_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fd Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYrlYguc3vd9AiryEzgs 10-1o•0 1 11:684-11 1'2-0 111=1-Q11°-9-°I°"9-°11D-9-D 1'1'94 11°-9M 1D-9•o I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e i e e e_ o_ a_ e a o_ `.® a_ le e i a , a N / \ /+\ /\ /•\ /•\! /•\ /` i \ 1\ / \ / a`\\ 15,, e a TILL O' O' O • 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5 = 3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1121 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina 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 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=-0953/0,9-10=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. �la D P R OFF• 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to co NG)NEE tit'/O be attached to walls at their outer ends or restrained by other means. �Gr� 9 29 870 2 P E r N ,!..\1 y c1 ,, OREG N rye Qi/ 700%.9 0OAMBER .,>, S A. He?, EXPIRES:06/30/2017 November 30,2015 4 f ®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 M1rek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before vse,the building designer must verity 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/7I1 Qualy Culeda,DSI-89 and SCSI Building Component Safety Intormaton 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 1/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MIKDimensions are in ft-in-sixteenths. ■■ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or is always required. See BCSI. �� TOP CHORDS g g' y q 01 „ 2. Truss must ride an engineer.For '/16 4 wide bracing truss spacing,be individual ldateralbbraces themselves may require bracing,or alternative Tor I O .. � p bracing should be considered. �_� O � 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ,-_. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e c� cs a designer,erection supervisor,property owner and plates 0-1/1,4from outside BOTTOM CHORDS all other interested parties. r 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! IPIndicated 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 or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings (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. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mill®MI18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. il'e 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.10/03/2015 MiTek3 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Q PR 0F6:5) GINE�c"T44 /0 89782PE 9r' ,y OREGON X49 S. f PAUL /E4 E ,7Frd.5i cc:;71? , 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 fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2X9 KDDF #1SBTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 = 42.0 PSF load duration factor=1.6, 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. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF 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 q T T 1zIIM-9x4 12 10.90 p 3 N 10.90 na `,f,' r .11111111111111111\, 17 to o 0 M-3x4 M-3x4 PRO y 1-00 y 15-02 y 1-00 1 wCy���CG NCINE �'S'f� 4t" $5782PE 9r JOB NAME : 3413—A REV. POLYGON NW — Al -,•••••-Scale: 0.3904 MIN WARNINGS: GENERAL NOTES, unless otherwise noted �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual i7.OREGON O ! Truss: Al and Wemings before construction commences. building component.Applicablgty of design parameters and proper I 2.bio compression web bredng must be Installed where shown r. Incerporetbn of component lathe reaponstbRh of building designer. -9,9 Lit[7 y Ab `� 3.Additional temporary bracing to haunt steNlay during construction 2.Gasters assumes the top and bottom chords to las rough braced etal _{Xy,r Is me roaponstbllity of the erector.Additional permanent bracing of T o.c.au at 10'o.c.reepactNtty unless lanced throughout their length by 'si continuous sheathing such as plywood sheathing(TC)and/or drywai(BC) �A.1 i L C•` DATE: 11/30/2015 the overaq stnadura is the respondbilty of the building designer. 3.Dt Impact bddging or lateral bredng required where shown+i v 4.No load should be applied to any component unIl ager all bracing and 4.inetabation of truss is the responsibility of the reapectNe contractor. SEQ.: K 15 6 0 7 7 5 fasteners are complete and at no time should any loads greeter man 5.Design assumes trusses era to be used M a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are ssud sfullbadofuta. C 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design lull bearing at all supports shown.Shim or wedge II EXPIRES 12/31/2016 2/31/2016 ssary, i,� q YA(- A'l Ct7 G tJ LV 14 fabrication,handling,trapment and Installation of components. 7.Design assumes adequate drainage la provided. November 30,2015 8.This design la furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPUNTCA in SCSI,copies of which will be fumlahed upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In inches. Wel(USA,Ina./CompuTrus Software 7.6.6(11)-E 10.For basic connector piste design values see ESR-1311,EBR-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=(-724) 317 1- 8=1-421) 531 3- 9=(-412) 423 2x6 KDDF N1&BTR T1 SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9=(-387) 534 9- 9=(-284) 490 BC: 2x4 KDDF 1)1&BTA 3- 9=(-595) 308 9- 6=(-185) 498 9- 5=(-164) 138 WEBS: 2x9 KDDF STAND 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 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"0C UON. 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" 1.29 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. vertical members (won). VERTICAL DEFLECTION LIMITS: LL=L/240, 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 1' f ,,. MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" T 4 4 T 4 T 12 - 2 12 a M-9x9+ Design conforms to main windforce-resisting 10.90 7 Ye '10.90 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, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. toA11111111111 4,OJ lIIIllIII$iM15 .. o 1t7� t. M-3x9+ M-5x12(5) <0:1 rRa 461 y 19-11 y 7-07 y �C3 1NEC� /p to 1-00 27-06 1-00 89782PE �r' • JOB NAME: 3413-A REV. POLYGON NW - B1 "' 40100,. • 4111, Scale: 0.1890 .y OREGON /�, WARNINGS: GENERAL NOTES, unless°then/sa noted: S_,. 7 6 �Q�-1 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is hr en individual A �. � Truss: B1 and Warnings before condrudion commences. bulking component.Applicability of design parameters and proper 2.204 compression web bracing must be instal/ad where shown+. incorporation of component la the responsibility of the balding designer. jar. S.Additional temporary bracing to Insure stabihy during construction 2.Design assumes me lop and bottom chords to d t laterally braced al '` /yAvai,NI Is the reeponsibllNy of the erector.Additional permanent bracing of 7 o.c.and at ea c.c.each as aN unless braced throughout their length by P DATE: 11/30/2015 the overall structure is the responebllly entire balding designer. Dr Woad eedging orng wchasacng red uiredsheatherds ow+drywal(BC). 3.In tmpact of ftrus or lateral bracing responsibility of the where show+« SEQ.: K1560776 4.Nobeeshould c be mapelankonocomponentanyafter gll reater than 4.De&gfl onofWarbthe areobeuse It herespectedcornviron fasteners are complete and at no time shook any beds greater man 5.Design assumes trusses are to be used In a noncortosive environment, y(� l'') �i /y/ )any/r� dent loads be led to an nt. and are for"My condition"of use. EXPIRES. 12/31/201 TRANS ID: LINK en pp yaompone 5.Cam Traahesnocontroloverandassumesnores 8.DesigneewmasNgbeeringetaAwppodesh�wn.8hlmarwedg�lt November 30,2015 W responsibility for -wry fabrication,handling,shipment and Inetalttlon of components. 7,Design-ssumee adequate drainage Is prodded. 8.This design Is famished wbJect to the Irritations set forth by 8.Plates-hall be located on both faces of true-,and placed as their center TPIANFCA in BCSI,copies of which wG be furnished upon request. Ines coincide with Joint center lines. uTrus Software 7.6.6 1L Z 0.Digits indicate size of plate in inches. MITek USA,Inc./Com P ( )- 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 40-02-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 208 KDDF #163TR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x9 KDDF STAND; LOADING 3- 9=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 9- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4=(-9539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 9=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 477.1)+DL( 399.9)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG 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/ 314H 5.50" 19.98 KDDF ( 625) -4- ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.98 KDDF ( 625) Join together 3 ply with 3"0.131 DIA GUN nails staggered at: \A AI 9" oc in 2 row(s) throughout 2x6 top chords, oc /XVXX\ 9" oc in 2 row(s) throughout 2x8 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 29 " 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" @ 20'- 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 MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 T T T T T 12 12 Design conforms to main indforce-resisting M-4x10 system and components and cladding criteria. 10.90 7 'N 10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 .fwf (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A ff load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 14-3x8 M-5x16 A M-5x16 O - I M-4x10 -M-10x10 M-4x10 M-7x8(S) y 7-04 y 6-05 y 6-05 ,L 7-04 l �¢�.© PRafi33 15-06 61 y 12-00 .mac\Gj� :. .,"t. " /• 421. 27-06 4 9782PE C` JOB NAME : 3413-A REV. POLYGON NW - B2 .r -..' Scale: 0.1866 ® NMI WARNINGS: GENERAL NOTES, unless otherMae noted c.„„, (8)N.I.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters Mown and H for an IndMdual ,-ORE GO'Y� Truss: B2 and Warnings before construction commences. budding component Applicadety of design parameters end proper I j�/V� 2.Zv4 compression web bradng must be Installed where shown 0. Incorporation of component la the responsibility of the budding designer. 1'. 4my F y;Ab ,4- 3. 3.40481 naI temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 7 �l :7 is the responsibility of the erector.Additional permanent bracing of T coo.ntinuous hat eathingf such as plweod ah.elhhrg)TC)andlohout n drywaheir ll BC). /�by U l '� DATE: 11/30/2015 the overag structure Is the responsibility of the budding dergner. 3.2 impact bridging or lateral bradng required where shown s e A. T"-. SEQ.: K1560777 4.No load should be applied to any component until after all bracing and 4.IInnstalationoftussWthe aspowMusytyod fto.ospenntlNa•mdr,. fasteners are complete and at no three should any bads greater than gn assumes design bade be applied to any component. and are for"dry condylus"of use. } .I f �+ TRANS ID: LINK 5.CompaTrds has nocodrol over and aseames no ream:WN y ler the 6.Design assumes cel bearing at all supporta shovel.Shim or wedged EXPIRES: 1`2/ 1/2016 fabrication.handling,shipment and installetbn of components. 7.Dealg mcesas mea adequate drainage is provided. November 30,2015 8.TMs design is furnished subject to be limdatlons set forth by 8.Plates shad be bated on both faces of trues,and placed so their center TPIN9TCA in SCSI,copies of which will be famished upon request. Ines noindde with Joint center lines. 9.Digits indicate sire of plate in laces. MITek USA.Ino./CompuTrus Software 7.6.6(1L).E 10.For basic connector plate design values sea ESR-1311.ESR-1988(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 net(-5 psf) uplift at 24 "oc spacing. TO: 2x4 KDDF #l6RTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&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=22.8ft, 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 = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind 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 VON. 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. 11 8-00 8-00 T 1 T 12 IIM-4x4 12 10.90 2 N 10.90 ti\lhhilL All.-41 oo Il M-4x4 =M-4x4 GIN Ep P R Ofi 1 16-00 y1-001 ‘..,\GI N-••/© 89782PE r JOB NAME : 3413-A REV. POLYGON NW - GGE • ' •' Scale: 0.3299 / �•^^ WARNINGS: GENERAL NOTES, unless othenoea noted. ('w/'y I� Truss GGE 1.Budder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameter MIJ own and Is for an Individual "�8'QREGOI 4 c;` and Wamings before construction commences. building component.Appikabllity of design parameter and proper i('�y 2.284 compression web bracing must be Inetalbd where Mom.. Incorporation of component Is the responsibility of building designer. ,ayAN t�gli y 1 Ar' 3.Additional temporary bracing to Insure stability during conatrctbn 2.Design assumes the top and bottom chortle is be laterally braced al 77 'l fi Is the responsibility of the erector.Additional permanent bracing of 2'a c and al 10 o.c.respectively unless braised throughout their length by ` �(yv DATE: 11/30/2015 the overall atmctureisthe responsibility of the building designer continuous sheathing such as pdwesd sheathing(TC)and/ordrywah(BC). d q UABO .L 3.2N Impact bridging or lateral bracing required where shown++ SEQ. : K 15 6 0 7 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of Is he responsibility of the reepectNe contractor. fastener are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are for"dry condition"'of use. q/} j A Jl��{{ 5.CampuInfs has no control over and assumes no responsibility for the S.Design assumes hdl bearing at all suppona Mown.Shim or wedge if EXPIRES: 1 2/3 1/LVA 6 fabrication,handling,shipment end Installation of components. 7.necessary. Plates hawmea adequate drainagefaces trussed November 30,2015 S.This design a furnished sh pment to the tel ation set forth n e.Pbtes shall be located at both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be fumleited upon request. Anes coincide with joint center lines. MRek USA,Inc./Com Trus Software7.6.7(11_)-ES.Digits Indicate size of plate M Inches. PN ft10.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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 209 KDDF 016BTR SPACED 29.0" 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: 190 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 = 92.0 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 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. 19-11-08 20-01 T T I' 13-03-01 6-08-07 6-08-07 13-04-09 '( T T T T 12 IIM-4x4 12 7.50 Fr Q 7.50 III M-3x5(S) M-3x5(S) oSko ) III ''';t4M-3x5(S o we M-3x5(5) o M-3x4 M-3x4k p O) PRoF s 15-09-08 y y f 8-04 15-11 �� v\GIN 'cR L/O 40-00-08 Et 1-14782PE If* JOB NAME : 3413-A REV. POLYGON NW - Cl sale: 0.2000 .. .._..' <. -'~" WARNINGS: GENERAL NOTES, unless otherwise noted C,/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovel and is for an individual It, T1,OREGON o'` �z,,.Truss: Cl and Wamings before construction commences. bulking component.Applicability of design perimeter.and proper -7,,,,.51 ,�j //'� I- 2.2t4 comprenbn web bradng mud be metalled where shown+. incorporation of component is lira responsibility of the butdrp tlesigner. T' Vq Ay:.a: v" 3.Additional temporary bracing to mere stability during construction 2.Design assumes the tap and bottom chortle to be laterally their el 'l sT J t Is the responsibilityf the erector.Additional permanent bracing of T o°.est at 1 P o.c.respectpt union braced throughout their length by 'ir `V ° 2a Impact ous*teething such as plywood ng(TC)and/or drywall(SC). A 1 I L DATE: 11/30/2015 the overall structure R the reepondblity of the battling designer. 3.2x Impact bdtlgmg or lateral bradng required where Moan++ �"1 Iv,/M SEQ.: K 15 6 0 7 7 9 4.No load should be applied to any component until alter all bradng and 4.IInnaat tenon of truss aththe e resonsi imya the respedNNs co tractor. , fasteners are complete and at no time should any Rada greater than and e e ass me"dry musses^re to b. TRANS I D: LINK design loads be applied to any component S Design assumes kill bearing at al support shovel.Shim or wedge If 5.CompuTnro has no control over and IMAMS no responsibility On the „cry. EXPIRES: 12/31/2016 fabs design handling.shipment andinstalled.of components. 7.Design assumes adequate drainage is provided. N ovem be r 30,20 1 5 S.This design b famished subject to the limitations set forth by e.Plates shat be located on both faces of truss,and plaud so their center TPIM'ICA in SCSI,copies of which tell be furnished upon request. Anes colndde with joint center linea. 9.Digits indicate she of pule In Inches. MITek LISA,Ine.ICompuTrus Software 7.6.7(1L)-E 19.Far basic connector plate design values see ESR-7311,ESR-1966(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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x9 KDDF #16BTR SPACED 24.0" 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) 1490 3-10=(-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-971) 1029 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1090 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-6B6) 568 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 83 5-12=1-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=1-297) 346 LI, = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG 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" -264/ 1707V -313/ 3038 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 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 1' 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. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 7" M-9x6 Q 7.50 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, f 4 4N Truss designed for wind loads (6\ in the plane of the truss only. M-5X6(S)" M-Sx6(S) .25 407 .. 44411111Nsiiiiii0.25" \ e4 ti N ' M-1.5x3 M-1.5x3 • /allihllillh.. k.0 N ...44i O I I- O 1r^ 9 leo 11 14 I of -3x6 M-3x4 0.25" 0.25" M-3x4 _v`6 0l L /J;;C3J53)RGIF4. OLM-5x6(S) M-5x6(5) „ t GINE - /O y8-oz 1 7-07-08 y 8-04 y 7-07-08 y 8-03-08 y l �C� 9782 P� �-7 40-00-08 1-04-08 JOB NAME : 3413-A REV. POLYGON NW - C2 '� AillfScale: 0.1555 CM WARNINGS: GENERAL NOTES, unless otherwbe noted: i. 7 REG0N�Q', ,�., 1.Builder and erection contractor should be advised of all General Notes 1 This deMon Is based only upon the parameters shown end Is for an Individual ,ky� �FY V Truss: C2and Warnings before constnuctbncommences. bulMhpmmponent.Applicability ofdesign paramemreand proper 7 'F' 2.2e4 compression web bracing must be Instalbd where shown+. incorporation of component Is the rosponelblily of the balding designer. /�. 3.Addhional temporary bracing to Insure atablllly during construction 2 Design assumes the top and bottom chortle to be laterally braced at `` A i'1 le the responsibility of the erector.6446 net permanent bracing o/ 7'Ac.Oifl end et 10'o.c.respectively anima braced throughout their length by P s i DATE: 11/30/2015 the overall structure Is the remmuaua•dging or aad.ibacae wg required here so) ndrorarywan(BOI. responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: Ki5 6 0 7 8 0 4.No mad should be applied to any component until ager all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. and are for"dry condNlon"o/use. EXPIRES:: 12/31/2016 TRANS ID: LINK design bade be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deese eaaumea Ng bearing et a1 supports ahawn.Shim or wedge if November 30,2015 fabrication,handling,shipment and installation of components. sorry 7.Design assbeebated on drainage to ptrusts,d. and 8.This design is Nmlahed subject to the Ilmketbna set forth by B.Plates shall be boated on both feces of(ruse,end placed so their center TPVNTCA in SCSI,copies of which MI be furnished upon request. Ines colncde with Joint center lines. .Digits iedisel.sire or platein inches. MITek USA,Inc./ComPuTrus Software+7.6.6-SP2(1L)-E 10. Forbeing connector plate design values see ESR-1317.ESR-1983(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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2=( -905) 1158 6-16=(-473) 1050 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 555 16- 7=(-686) 568 WEBS: 2x9 KDDF STAND 3- 4=(-2251) 1067 12-14=( -766) 2990 12- 3=( -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 69 3-14=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. (ION. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4=( -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 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 BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -269/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 90'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 9.0" Allowed= 1.956" MAX TL CREEP DEFL =-0.394" @ 13'- 4.0" 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" 19-11-08 20-01 1 T '( MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" T T 4 T T 1 4 4 4 12 12 Design conforms to main windforce-resisting 7.50 7 M-4x6 ' 7 50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 .h( M-376 (2111 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1%,,,,, load duration factor=l.6, M-5x6(S) M-5x6(5) End verticals) are exposed to wind, S Truss designed for wind loads •25„ 0.25" in the plane of the truss only. 111111 mi )//r. M-3x4 1111111111 M-1.5x3 M-3x5 2 o N M-3x8 1•��_ ..„.1, -tom ui, : 111,M- x'. 12 r 14,-,„_„„______..,.... ... ...JI\\11116.. .. „,,s44 O o 1 M-3x4+ M-3x4 0 13 15 16 17 90 I O I 1 st-1.5x3 0.25" M-3x4 6 I 0 o M-3x4+ 0 0 M-5x8 G3 3.75 M-4x10 M-5x6(5) � �� PRQ1 y2 y y y k y )' k CO GAVE CVc5If )'2-04y 5-05 10-10 5-05 y2-09 6-05-12 26-10-08 7-07-08 8-03-08 1-04-08 ,1' V` � � J, :9782PE 9r 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C3 ..rte Scale: 0.1297 �r OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: ,+�.. 7/ REG N 1.Builder end erection contractor should be addend el ail General Nates t,This design Is basad only upon the parameters shown end is for en individual 9,g *I R y: 1 � k�. Truss: C3 end Warnings before constnabn commences. balthng component Applicability of design parameters end proper 2.2a4 compreselon web bredng moat be Installed when shown+. Incorporation of component b the responsibility of the building designer. \ 3.AddAbnat temporary bracing to Insure Nobility during construction 2.Design assumes the top and bottom chords to be laterally braced et P ' + ��V Inure reepenel thy of the ender.AtltlNlenet permanent bracing et 2'no.and et 10 no.respectively unless braced throughout their length by �' .V i` DATE: 11/30/2015 the waren structure is the responsibility of the building designer. continuous sheathing Nterch asacing required where here s)and/or erywaN(BC). 3.lnImpactbedgkg ortherelbredb yatthwhenshown++ SEQ.: '15 6 0 7 81 4.No bed should be applied to any component cnty after all bracing and 4.Installation of suss Is the ree to be Nty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina nonconosNe environment, �/p 12/31/2016 A / .A/y]/� p TRANS ID LINK design bads be applied to any component. and are for"My condition.of use. EXPIRES: 1`2/31/2016 5.CompuTmcontrols has rtecontrolswan l over end eaa no responsibility for the 8.Design assumes NA bearing at all supports shown.Shim or wedge II necessary. . November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. e.This design Is furnished subject to the limitation set forth by 8.Plates shall be boated on both faces of truss,and placed as melt center TPIANTCA In SCSI,copies of which wig be Nmlahed upon request. Ines coincide with joint center IN.,. MiTek USA,Inc./Com Trus Software+7.6.6SP21L E d For Digitsbasic indicateecer lakedInignhes. W ( 1.PorbaIcctesire of pltMsienree. see E5R-7371,ESR-7 g88(MITak) 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 ilei&BTA LOAD DURATION INCREASE = 1.15 1- 2=1-4154) 1835 1-10=1-1458) 3603 10- 2=1 -405) 1153 14- 6=(-586) 996 BC: 2x9 KDDF Wl&BTR SPACED 24.0" O.C. 2- 3=1-2778) 1172 10-11=1-1311) 3212 2-11=1 -787) 555 6-15=1-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=(-2252) 1066 11-13=1 -766) 2927 11- 3=1 -28) 349 15- 7=1-688) 568 LOADING 4- 5=(-2169) 1170 12-14=1 -26) 63 3-13=1 -617) 363 7-16=1-322) 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=1 -202) 1369 12-13=1 -87) 0 16- 8=1-306) 399 BC LATERAL SUPPORT <= 12"0C. UGH. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1972) 1106 15-16=1 -503) 1748 13- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=1-2485) 1224 16- 9=( -769) 2083 13- 5=( -503) 1033 8- 9=1-2610) 1087 13-14=( -396) 1711 " For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=1-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50^ 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 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/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" 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 HORIE. TL DEFL = 0.158" @ 39'- 7.0" T f f 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1' 1' . 1' 1' f T 'f f 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 4W load duration factor=1.6, End vertical(s) are exposed to wind, M-Sx6( 14S) -16, \\ M-Sx6(S) Truss designed plane for thewtrussoads 5" rn .r/ 0.25" 0.2 m...3.3141111 M-1.5x3 M-3x5 2 M-3x8 44111111111111111116* ,I, '"„�' M-5x6 i1 13 n`' .: -/1111111116 ,s.. n I M-3x4+ M-3x4 0 12 14 15 16 +9 cr IM-3x4+ o il- 1,5x3 0.25" M-3x4 M-3x6 1 0 M-5x8 0 a 3.75 M-4x10 M-5x6(S) Lc` `v PR �C' C1^� 12 `v V ) ) ) ) ) ) ) ) 5s GINS "" �2-09y 2-04 5-05 10-10 5-06-12 y 2-04 8-05-12 26-10-08 7-07-08 8-03-08 y \ � `R p�y444 9 y ` 9782PE r 40-00-08 / 1/' JOB NAME : 3413-A REV. POLYGON NW - C4 - Scale: 0.1397 ..a� (�[� WARNINGS: GENERAL NOTES, unless otherwise noted , 7i,OREGON �S (yr I.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown end la for an individual YY47 &�� 6" Truss: C4 end Warnings before construction commences. building component.Appkcabllity of design parameters and proper 2.2a4 compression web bracing moat be Installed where shown 4. incorporation of component Is the responsibility of the building designer. 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords is be laterally braced at Y A k pA UL 0 Is Ne responsibility of the erector.Addheeel permanent bracing d 2'o.c.end at 10'c.c.respectively unless braced throughout meh length by DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Imcontina d bridginous g or lateral brasuch as d pod airedsheetwhere)are/or 4rytaX(BC). pe grpty of the wheremown++ SEQ.: K1560782 4.Noeload rshould losleeantoany component until agerail gerad thand 4.Dealgnlion triofhutsisthe are to used ofthereapedeacoenviron 12/31/2016 �ry �j )} 4�+ fasteners are complete and at no time should any loads greater than 5.Deutan trimmers ender are lobe orad in a nan<onoalve environment s'REs: i 2/37 (La 1 V TRANS ID: LINK design pada be applied to any component. and Design somer Mry MIbe dod of use. 5.OampuTrushasnocontroloverandassumesneresponsibilityforthe 8.DealgneewmtsfWlbeanngelail aupponsshown.Shim orwetlgell November 30,2015 fabrication,handing.shipment and Installation of components. n ttseery. 7.Design assumes adequate drainage is provided. 6.This design k furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TPIWFCA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate size of plate W inches. MITek USA,Ino./COmpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=1-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1991 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=1-202) 1929 3- 9=(-679) 563 LOADING 9- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2552) 1223 11- 7=(-769) 2122 4-10=1-476) 1043 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=1-688) 567 TOTAL LOAD = 92.0 PSF 5-11=1-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOBO 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 PSP. 1 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 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. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 (Ail Heights), Enclosed, Cat.2, Exp.B, MweRs(Dir), 1' 1' 1' 1' T 1' T load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, M-4x6Truss designed for wind loads 7.50 Q 7.50 9 0' in the plane of the truss only. 9 4X i)\ 14-5x6(5) M-Sx6(S) 0.25" 0.25" 07 1- yr \\ M-1.5x3 M-1.5x3 z • in All o -,(yo y u1 I 1I- .,M-3x6 M-3x4 13.25" b0.25" M-3x4 ,*M-3x6 c I �rDDV C M-5x6(S) M-5x6(S) � V61 y ), y y y y .C, t\G1NE / 8-02 7-07-08 8-04 7-07-08 8-03-08 � 49 p iy y "L/ 40-00-08 � 1 - :9782PE c.' JOB NAME : 3413-A REV. POLYGON NW - C5 scale: 0.1533 '�_�►'� ,` WARNINGS: GENERAL NOTES, unless otherwise noted: K+" OREGON 40 1.Raider and eredlon contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an individual $ �j1f,OREGOI V AT'' �. Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper I(Il/j,, 1,! 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the roaponelbAlty ditto Wading designer. .'4 A `(� . 3.Additional temporary bracing to insure etabildy during construction 2.Design assumes the top and bottom chords to be througaterallyhout bated et I a T.1 s Is the responsibility of the erepor.Additional permanent bracing of 2 ntinuouusssheathingrsuch asplywood sheathing(TC) ndbr drywsA BC).y ` - DATE: 11/30/2015 the wend structure is the responslbNty of the building designer. 3.continuous Impact bridging or lateral bracing required where shown++ � s+' SE K 15 6 0 7 8 3 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and 81 00 time should any loads greater than 8.Design assumes trusses are to be used In a noncorrodvs environment, design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.compurms has no control over and assumes no responeiblity ler me 8 Design assumes BA beating et all supports shown Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,20 1 5 8.This design is furnished cabled to the limitations set forth by B.Plates shed be bated on both feces of truss,and placed so their center TPVWTCA In SCSI.copies of which will be furnished upon request. Ines sindde with Joint center lines. 9.Diggs indicate size of plate in Inches. Wick USA.Ina./CompuTrus Software 7.6.7(1L)E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x9 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 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 <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 42.0 PIF 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) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 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 = 0.183" MAX HORIE. 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 1 ' f f f f j' system and components and cladding criteria. 12 M-9x6 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 ' 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0" load duration factor=1.6, 4 .f-X' End vertical(s) are exposed to wind, N% Truss designed for wind loads in the plane of the truss only. M-Sx6(S) M-5x6(5) 0.25" 0.25" ••000,7 3 >=15X3iAYAY15X3 o 0 14, 0 1*M-3x6 M-3x4 bE.25" b1.25" M-3x4 _`M 6 of �'y /� o M-5x6(S) M-5x6(S) o .,c,0 PROfie0ry y 8-03-08 y 7-07-08 y 8-04 7-07-08 y 8-03-08 y `"1 V \� GINE / y 40-02 1-04-08 E&9782 -5_,":„. JOB NAME : 3413-A REV. POLYGON NW - C6 • -' • Scale: 0.1516 41.401 / WARNINGS: GENERAL NOTES, unless etherwlse noted Re.e OREGON _-^ Truss: C 6 1.Builder and eredbn contractor should be advised of al General Notes This design Is based only upon the parameters shown and N for an Individual a .. ' q.Oso-. and Warnings before combustion commences building component Applicability of design parameters and proper fi r In isumestetopandboere „y, c.."g.Y.1 '', , 2.2c4 wmpreubn web bredne muM he indalbtl where shown*. corpora responsibility of the beading designer. 3.Additional to 2.Design assumes the tap and bottom chords to be leteragy braced at temporary bracing la insure stability tlunng construction T o c.end al 1 O o.c.respectively unless braced throughout their length by lathe responsibility of the erector.Additional permanent brodng of continuous sheathing such as plywood sheathing(Tc)end/or drywal(BC). u L ON.DATE: 11/30/2015 mDu e ero.structure la the reapunsroalty of the building designer. G 24 Impact bridging or lateral bracing required where shown.. Piet SEQ.: K 15 6 0 7 8 4 4.No bad should be applied to any component until after all bracing and 4.InstallatIon abase is the responsibility of the respective contractor. tastenere are compete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nen-aorroarve environment, TRANS ID: LINK design bads be applied to any component. and are for^dry condition"of ase. 5.Compurnn has no control over and assumes no responsibility for the B.Design assumes full beating at el supports shown.Shim or wedge If .EXPIRES, 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design asssumes adequate drainage Is provided. November 30,2015 e.GIN design is furnished subject to the Ilmlalsns set forth by B.Plates shal be lo=oted on both faces of truss,and placed so their center TPNNTCA in SCSI,copies of which coil be furnished upon request. ansa coincide with Mint carder Imes. MTek USA,Inc./Com Trus Software 7.6.7(1 L E 9.Digits indicate Si..of plate In inches. psi F 10.For bask connector plate design values see ESR-1311,ESR-1988(Minsk) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #14BTR 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 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. 20-01 20-01 1 T 13-04-09 6-08-07 6-08-07 13-04-09 q T 4 1 4 12 I IM-4x4 12 7.50 IZ. 2 Q 7.50 77,4 M-3x5(5) M-3x5(5) O � 1 oI M-3x5(S) M-3x5(S) o 0 M-3x9 M-3x4 y 15-11 y 8-04 y 15-11 ,,` 4619 Gj�tRNGIIV�'i�CC fO, R 2 y 1-0: e782PE 1, 40-02 JOB NAME : 3413—A REV. POLYGON NW — C7 Scale: 0.1993Wr Mir WARNINGS: GENERAL NOTES, unless otherwise noted V �4) 1.Builder and erection cuntrador should be advised sial General Notes 1.The design Is based only upon the parameters shown and la for an individual , 94,OREGON p �. Truss: C7 and Warnings before construction commences, building component.Applicability of design parameters and proper a� f. 1/ 2.2a4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of me bolding designer. A .: v 3.Additional temporary bracing to Insure stability during constmclbn 2.Design assumes the lop and bottom drone to las nengheaterally t their at _ is the responsibility of the erecter.Additional permanent bracing of continuousashe thing such as plywood shunless eathing(TC)g(TC)Mier drywel BC). ' `l DATE: 11/30/2015 the overal structure lathe responalbuhy of the building designer. 3.2(Impact bridging or lateral brsdng required where Mown++ � SEQ.: K1560785 4.No bad should be applied toeycomponent until after all bracing and 4.Installation sslhetio of ussisthheresreposibueytydInathe mss�mvecontractor. nN or.mnt fasteners are complete and at no time should any loads greater than end e e for"dry condition"o1 use, TRANS I D: LINK design bade be applied to any component. B.Design assumes full beaded at al support shown.Shim or wedge If S CompuTrus has no control over and assumes no responsibility for thee,ary. EXPIRES: 12/31/2016 tabrkation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 0.This deign Is furnished subject to the limitations set forth by e.Plates shall be boated on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which veil be furnished upon requet. Anes coincide with joint center lines. 5.Digits Indicate We of plate in inches. Moak USA,Inc,IComp0Truo Software 7.6.7(1L)-E 10.For bads connector plate design values see ESR.1311.ESR•tgea(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J 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 entice span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-06-08 T T 12 9.00 � 2 ->' 0 0 1 ''' ai e j � II 0 3 4 M-3x4 y b y 1-00 11-06-08 y y 12-06-08 c4,0p PRo/ yc-, tyOiNE�c,9ts,e'0 89782PE JOB NAME : 3413—A REV. POLYGON NW — Dl • j// • • Scale: 0.9806 /` WARNINGS: GENERAL NOTES, unless otherwise noted V / ll N. -^T I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and Is for an individual "q OREGON `% Truss: D1 and Warnings before construction commences. building component.Appflcablilly of design parameters and proper /Xi/ nQ �'. 2.TM compression web bracing must be Installed where shown« Incorporation of component Is me responsibility of the building designer. .,e'1� G-i i y (- V 3.Additional temporary bracing to insure NablNty during construction 2.Design assumes the top and bottom chorda to be laterally braced at 77 �'T7(Y J lathe responsibility of the erods,.Additional permanent bracing of T o c and at 10 ow respectcely unless braced throughout their length by 'N �� �` continuous sheathing such e°plywood sheetwhere end/or drywall(BC). ��-iii \ DATE: 11/30/2015 the overall structure M the responsibNlty of the building designer. 3.b Impact bridging or lateral bracing required where stwwn•• SEQ.: K 15 6 0 7 8 6 4.No load should be applied to any component uMN after an bracing and 4.Installation of truss is the responsibility of the respective contract°, fasteners era compete and at no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. '�/{'� 5.CompuTrua has no control over and assumes no resp°nsibilNy for the 5.Design assumes full bearing at all supports sheen.shim or wedge 0 EXPIRES:ES:. 12/31/2016 ne.—.„ fabrication,handling.shipment and installation of components. es '.Design latssaewmeladequate bedrainage la provided.abuse, November 30,2015 8.This d.elen is furnished cabled b the limitations set mon by a.Plates shag be located an barn faces arwsa,and placed w their center TPiiWSCA In SCSI,copies of which v4A be Nmlehed upon request. Ines coincide with Inlet center Imes. 9.Digits Indicate she of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 20B 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"OC. 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" -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" ICOND. 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 HORIZ. LL DEFL = -0.005" @ 12'- 1.0" 1 ,r 1 1 MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 4.00 v M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. If Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 N 0 0 wr At 1 ,g•-rr14.dillIllillIlIllIlliIlhi.._ WWI f �/ 0 7 5 6 I o M-3x8 M-1.5x3 M-3x4 6-08-02 5-10-06 , l y 1-00 11-06-08 ..y, PROFe l 12-06-08 y 4.,('' �r� 89782PE r JOB NAME : 3413-A REV. POLYGON NW - D2 . , �Aw��f • Scale: 0.4181 )0075-(iti WARNINGS: GENERA/NOTES, unless otherwise noted / /\'y I�' 41` -^^ 1.Bolder and erection comredor should be advised of all General Notes 1.This design Is based only upon the parameters show,end Is ler an individual 17 OREGON (�"' Truss: D2 and Wamhps before condructlon commences. building component.Applicability of design parameters and proper lit. /' i) T' 2.2s4 compressbn web bradng must be installed Where show,+, Incorporation of component Is the responsibility of the bolding designer. =9F G�(.�/i Y..A G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally throughout t Ire:,at 7 'l�`f J Is the responsibility of the erector.Additional permanent bracing of T o c and at 10 o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overal structure Is the responsibility of the Wilding de continuous sheathing such I b plywood airedsheatng(TC)an dryeal(BC) J i1' + � signer. 3.za Impaa brtaelne or lateral bredne required where shown++ PAUL SEQ.: K 15 6 0 7 8 7 4.No bad should be applied to any component until ager al bracing end 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a rencanonva environment, design bads be applied to any component. and are far"dry condition"of use. y TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility form. 6.Design assumes full bearing el al supports shown.SNm or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Designssumes adequate drainage is provided. November 30,20!115 +� 8.This design is Banished subject to the limitations set forth by 8.Plates anal be located on both faces of tuts,and placed to their center TPWITCA In BCS1,copies of Which 518 be,minted upon request. lines colndde with Joint anter lines. 9.Digits Indicate ske of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For baste cannedor piste design wames see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=) -83) 77 5-3=(-129) 111 WEBS: 2x9 KDDF STAND; 3-4=( 0) 0 2x9 DF STAND A LOADING LL( 25.0)♦DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 940V -43/ 119H 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. ST 1: Heel to plate corner = 5.25" (COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP an 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 9-01-10 0-03-12 4' I ,r ,r MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL = 0.009" @ 9'- 3.0" 12 9.00 (7,.. M-1.5X3 Design conforms to main windforce-resisting -e system ancomponents ancladding crer 4 td ts ditia. 3 1111 Wind: 190 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,e End vertical(s) a exposed to wind, M-1.5x3 Truss designed forwind loads in the plane of the truss only. Z cw .-1 rw u; 0 rn u-, 40.1101.111111111111111 A GM o 6 087.all 5 I o M-3x8 M-3x9 J. J. l 9-03 0-05-08 J. l 1 1-00 8-08-08 J. 9-08-08 y tfcO PRQ/21 (t` :9782PE I-- JOB NAME : 3413-A REV. POLYGON NW - D3 .r -0110' Scale: 0.4704 -/ WARNINGS: GENERAL NOTES, unless othenvba noted Ce OREGON `. �_) 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual X- N c t�. Truss: D3 and Warnings before construction commences. building component.Applkabillty of design parameters and proper I j// If1 V 2.204 compression web bracing must be Installed where shown., incorporation of component Is the responsiblity of the building designer. �v('1 GA A` V '�'� 3.Additional temporary bracing to Insure stability during construction 2.Design and t IH the top set bottom unlesschobe to be Wordy braced et 7�T ''77 r,Y „t Is the responsibility of the erector.Additional permanent bracing of 2 o.c ant at 10 o s respectively braced throughout their length by ask `4 DATE: 11/30/2015 the oversp structure la the responsibility Ad f the baldingcontinuous sheathing such as plywood required sheathing(TC)and/or drywa9(BC). PA +i " ty o designer. 3.2a Impact bridging or lateral bracing where shown 4 w V 1� SEQ.: Ki5 6 0 7 8 8 4.No bad should be applied to any component until ager all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any toads greater than 5.Design assumes trusses aro to be used in a non-corrosive environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility forme 8.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016. fabdcason,handling,shipment and Installation of components ry. .f 7.Designassumesbeelocted en drainageisMs, November 30,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both lacca of Iruse,end pieced co their comer TPVWICA in SCSI,copies of which will Na furnished upon request. lines coindda with Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.7(1L E 9.Digits Isiciconecor plateinigches P ill.Dorbasiccote CBs plate design values see ESR-1311,FSR-7985(MlTelg 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 24 "on spacing. TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF lt1&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=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 = 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 PUP 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:bears design requires continuous Os *• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP U bearing 11 for entire spann UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 T T 12 4.00 v 2 0 , 1 -f 0 3 q M-3x4 l l y 1-00 8-08-08 l y 9-08-08 �c( PR 0p. w�`� �yGIN 6' .%.0" 4/7 89782PE 9r JOB NAME : 3413—A REV. POLYGON NW — D4 Scale: 0.5079 CA. G% WARNINGS: GENERAL NOTES, unless otherniae noted 40 1.Bulder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametero shown end is for an Individual "'�j O EG OI N Truss: D4 and wamings before construction commences. building component.AppmabHHy of design parameters and proper /`/ y5Qf �y 2.214 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. .�(Ji}� r V 3.Adddlonal temporary bracing to Insure stability during construction 2 S o n.assumes the lop so oetybott0 Moshe to be througaterallyhout braced at T 'T J Is the rosponsibety of the erector.Additional permanent bracing of 7 o.c.end at t0 o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the butting designer. continuous sheathing such as plywood cited sheathing(TC)andbr drywel(SC). P./�U 1 +�l 3.tn Impact bridging or lateral bracing reputed where shown** PAUL SEQ.: K 15 6 0 7 8 9 4.No load should be applied to any component until alter all erasing and 4.Installation of truss la the responsibility of the respective contractor, fasteners are complete and at no time should any pada greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS ID• LINK design loads be applied to any component. and aro for"dry conddon^or use. /� 5.CompuTrus has no control over and assumes no responslblilty ler the 6.Design assumes NII bearing at all supports shovm.Shim or wedge if EXPIRES: 12y 31/20 t{ 6 fab,cetbn,handling,shipment and Installation of components. 'nary 7. dg"assumes adequate drainage "provided. November 30,2015 8.Tma design b furnished subject M tiro limitations set forthh by 8.Plates shah be locatedatetl on bout facaces of trues,and placed so their comer TPIAWPCA in SCSI,copies of which velli be furnished upon request. fines coincide with Joint center Hnes. 9.Digits Indicate size of plate km Inches. MITek USA,Ino./Compnlrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 BEEF 016BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 248V 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 200 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, 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 indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ,-I co ', o o 14-3x5 y 1-00 y 1-0o y '‘f('' D PROP 0 (PROVIDE FULL BEARING)Jts:2,4,4 I C.../ f �1N��R 'Z' � V:�9782PE tet.," JOB NAME : 3413-A REV. POLYGON NW - El ...di,. Scale: 1.1020 ,I _ WARNINGS: GENERAL NOTES, unless otherwise noted ` � � 1.Builder and erection contractor should be advised of e1 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 17 a- N *"e. Truss: El and Warnings before construction commences building componentApplb.bllly of design parameter and proper "v/ ( 2.2t4 compression web bracing nasi be Installed where shown t. Incorporation of component is the responsibility of the building designer. lei,.,, /� r 2.Design assumes the top and bottom chorda to be laterally braced al 7 'l }I J �,.a` 3.AdOlonal temporary bracing to Insure stability during construction 2'o.c.end al 10' c.a. respactNety mileMimedsse bred throughout belt length by Y Is me responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(SC). �, t l DATE: 11/30/2015 the aver.l structure la the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ lw. SEQ.: K 15 6 0 7 9 0 4.No load should be applied to any component until after NI bracing and 4.Installation Ohms is the respanabllty or the respective contractee lestene,e are complete end at no lime should any beds greater than 5.Design assumes Pusses are to be used Ina non-aorresive environment, TRANS ID: LINK design bads be applied to any component. and.re for"dry condition"of use, 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes Mr bearing at al supports shown.Shim or wedge 11 .EXPIRES: 12/31/2016 fabrication,handling.shlpment and Installation of components. 7.Design:uumes adequate drainage is prodded. November 30,2015 B.This design N furnished subject to the limitations set forth by a.Plates shall be located on both feces of truss,and placed so their center TPINOICA In SCSI.copies of which all be furnished upon request. Ones colndde with Joint center Inc.. MITek USA,InuiCom Trus Software 7.6.7 1 L 9.Digits Indicate eke of plata In Inches. W ( )£ 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 /a 3 Center plate on joint int unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury r�� Dimensions are in ft-in-sixteenths. 1114 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For �� 0-/T g p wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. F� Plit 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7$ C5-6designer,erection supervisor,property owner and plates 0 'nd' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Soufhern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®Ali Rights Reserved approval of an engineer. *MO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. IMIIIIIII 1.1111 Min size shown is for crushing only. R 18.Use of green or treated lumber may pose unacceptable ION MI �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: /111 ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, iTeI( ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013