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Plans (50) # PERMIT ADDRESS CLOSED 1111 12.1 MST2017-00074 13518 SW Beach Plum 12.2 MST2017-00075 13532 SW Beach Plum 12.3 MST2017-00077 13544 SW Beach Plum 12.4 MST2017-00078 13546 SW Beach Plum 12.5 MST2017-00079 13552 SW Beach Plum MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-297_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: R47726783 thru R47726797 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. ��REO PROFe �NE'iNEF9 io29 87022PE <' (i -7 �A),, OREGON (P Q� 00 BER \\ S' A. HES P June 29,2016 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 R47726783 PL16-297_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:20 2016 Page 1 ID:5eV9tdjYilzoX2xysiFD VpzsmUO-5jZQEx8PFCVLVI1 GCMcU7aCDw18WAjFBEsLWPgz1 Ojb 1-9-12 I 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 e 8 7 3x5= 3x4= 3x4= 1 9-8-4 I 0.1 9--12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=626/0,2-7=0/300,2-8=557/0 NOTES- 1)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. On ,.5 NGINEF'Q /� �� 87022PE 9r '02.,OREGO 95)OWN O ISER 1 ' °S a. HON EXPIRES:06/30/2017 June 29,2016 I mu— AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.101032019 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' M�T ' a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Yl 1 Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OS6-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-297_UPPER F02 Floor 847726784 12 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:21 2016 Page 1 ID:5eV?tdjYIz0X2xysiFD VpzsmUO-Zv7pRH910WdC7BcSm37jfnlNaQSAv6gKSW53x7z1 Oja I 0-9-4 I 2-6-0 Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x5= 1.5x3 I • 4 5 8 7 e • ——/ Nossostision 0 0 0 ,s' e •mse 11 70 R 3 8 4x4= 4x8= 3x8= 3x5= 0-11y6 13-9-4 0.1-8 13-7-12 I Plate Offsets(X,Y)- 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=-1028/0,4-5=-1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. �5 ,NGINEF'9 , 87022PE of N -y �'O), OREGON c Aitl APO cM8 E R 1\ �4 EXPIRES:06/30/2017 June 29,2016 A _ o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M//-7473 rev.10/03/7015 BEFORE USE. let 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 IY� 1 Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane 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 PlyPOLYGON R47726785 PL16-297_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 Mitek Industries.Inc.Wed Jun 29 12:2721 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-Zv7pRH910WdC7BcSm37jfilN WQSbv7ZKSW53x7z1 Oja I 2-1-4 j 2-6-0 1 Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 f� iiriorie.....4148111WI 4 9 e �uy kJ 1/, to 9 Btu 3x5= 4x8= 3x8= 3x5= 15-1-4 I 021-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 HOrz(TL) 0.02 8 n/a n/a Weight:71 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1418/0,3-4=-1418/0,4-5=-1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=-1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)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. •\<�ED PRQFFss co�c. �N iNE�R f0 29 `r 87022PE r '5;,' EXPIRES:06/30/2017 June 29,2016 1 r 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �,���,. building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for 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/TP11 Quality Criteria,008-8 9 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus HeiOhts,CA 9561111i Job Truss Truss Type Qty Ply POLYGON PL16-297 UPPER F04 Floor 6 1 847726788 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) s Jul 11 2014 MiTek Industries,Inc.1Ned Jun 29 12:2721 2016 Page 1 p.4_ ID:5eV?tdjYIz0X2xysiFDVpzsmUO-Zv7pRH910WdC7BcSm37jfnINcQTMv6PKS W53x7z1 Oja f "01 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 1 2 3 3x5 = 1.5x3 II r 4 5 6 7 0 6 )1- \e e 0 " '-' 1 110 r 5x5= 4x6= — 9 — e 3x6 3x4= 0-018 13-4-0 0.1-8 13-2-8 I Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=-899/0,4-5=1219/0,5-6=1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=-387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. �cc�'E° PRQr , NGINL % s w $ 8 • 2 P E , 1— 7 SAT OREGO -5 <ci 'AO �MsER \` ., OS A. HER�P EXPIRES:06/30/2017 + June 29,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/0312015 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 l" 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 Wei(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IXE�lei fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quaily Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clens Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON • R47726787 PL16-297_UPPER �F05 Floor Girder 2 1 Job Reference(optional) . _ - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:22 2016 Page 1 Pacific LumberBTmss Co., Beaverton,Oregon �- - ID:5eV?tdjYIz0X2xysiFDVpzsmU0-15hBecAfnp131KBfJneyC?HSYgkNeWBThAgdUZzl OjZ I 1-10.4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 e _ o _ ' o . V .411111111111111414111111111114411114111111411.- 01 e e e 10 9 4x8= 4x12= 4x10 = 4x10= 15-1-4 I 15-1-4 Plate Offsets(X,Y)- 11:Edoe,0-1-81,18:Edge,0-1-81,111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.10 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.17 9-10 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.60 Horz(TL) 0.04 8 n/a n/a Weight:75 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1230/0-5-8,8=1264/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2473/0,3-13=-2473/0,3-14=2473/0,4-14=-2473/0,4-15=-2617/0,15-16=-2617/0,5-16=2617/0, 5-17=2617/0,6-17=2617/0 BOT CHORD 10-11=0/1465,9-10=0/2841,8-9=0/1808 WEBS 6-8=-2097/0,6-9=0/944,5-9=-306/0,4-9=-262/0,4-10=-429/0,3-10=345/0,2-10=0/1177,2-11=-1857/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)192 lb down at 2-3-0,192 lb down at 13-2-8,93 lb down at 1-5-7,88 lb down at 3-0-10,88 lb down at 4-7-13,88 lb down at 6-3-0,88 lb down at 7-10-3,88 lb down at 9-5-6,88 lb down at 11-0-9,and 88 lb down at 12-7-12,and 93 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard �r�p P R OFFS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) ,..oAGINE O,, Vert:8-11=-8,1-7=-80 Concentrated Loads(Ib) Ct 87022PE c- Vert:6=-88(F)3=-88(F)2=192(F)12=93(F)13=-88(F)14=-88(F)15=-88(F)16=-88(F)17=88(F)18=-192(F)19=93(F) N CV 7 �A), OREG•N cid <1./N O 9On 8ER \1 P OSA- HO ; EXPIRES:06/30/2017 June 29,2016 A e ...- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. imot Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mitek' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,OSB 7777 109 -89 and SCSI Building Component 7777 Safety Information available horn Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-297_UPPER F06 FLOOR GIRDER 2 1 R47726788 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:22 2016 Page 1 I D:SeV?tdiYi Iz0X2xysi FD V pzsmU O-15h BecAfnp131KBfJney C?HY4gplebQThAgd UZz 1 OjZ 1-10-4 I 2-6-0 1 • Scale=1:25.7 3x4 II 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 I I e 2 3 4 5 6 7 eo e 0 0 7 4414114%1441 e a e • 10 g 3x6 = 3x6= 3x6= 3x6_ I 15-1-4 15-1-4 Plate Offsets(X,Y)— 11:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=-122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-262/262,2-3=957/163,3-4=-957/164,4-5=-1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11=-730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for a total drag load of 2000 lh I urnherDOl=(1_33)pfetegrip 0OL=(1_,33) loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 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. Sn r,N 0.4GNE '4 `/ 87022PE 91— u((114.--",<N,iw -7 '��x OREG N cls 1/ 9�, ��aER .0 40 lin EXPIRES:06/30/2017 June 29,2016 1 __ r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 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 �R 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 IY[pe1,. iT " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informaflon 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 R47726789 PL16-297_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:22 2016 Page 1 ID:SeV?tdf yilz0X2xysiFDVpzsmUO-15hBecAfnp131KBfJneyC?HYRgrNefnThAgdUZz1 OjZ I 0-11-4 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 II-_ 111 lirrAglillill1 illiliiiiiiiiiiii NVA Mil WWI ME 5 -' • 3x4= 3x4= �1 3$-4 1- 3-6-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012JTPI2007 (Matrix) Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) • TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. tiIA B PR Open �CO� �NGINE . ` -02-9 870 2PE NN y SAT OREGO /�Q4U� 9On 8ER \u + OS A. HO;-3 EXPIRES:86/30/2017 June 29,2016 1 M I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1r Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the eenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdteria,OSB-89 and BCSI Building Grding Component Suite Gre SafelyInformaBon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Cams Heights.CA 95610 I Job Truss Truss Type Qty Ply POLYGON PL16-297_UPPER FO8 Floor R47726790 14 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc._Wed Jun 29 12:27:22 2016 Page 1 I D:5e V?tdjYiIz0X2xysi F D V pzsm U O-15h BecAfn p 131 KBfJ ney C?HXvgsYefeThAq d UZz 10j 2 I 2-6-0 I 0-11-12 1 1 0-6-12 4r4{= 1 1.5x3 II 2 3x4 = 3 3x4 II 4 Scale=1:11.2 z \\ 7 S 5 1.5x3 I I 3x4= 4x6 04 = I 3-7 �183-1_44 0-1-8 I 37- 0-8-4 0-1-8 Plate Offsets(X,Y)— 1.4:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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)CAO ,Derect bwrds 5)HangeUTIrsN)or o othernot connection truss devicackeas)s.hall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are note front 4E rbaclL(B) LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=8,1-4=-80 Concentrated Vert:4 125(F)) GINE �csscO 87022PE,t.- 9r / 5.y k fiN '0j, OREGO eo 9O, ccMBER \N .7 rs A. HEFt\P EXPIRES:06130/2017 June 29,2016 ...... 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 rev,10Po72015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M '` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the >t 1r■��{�.R` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1Pl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726791 PL16-297_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:23 2016 Page 1 I D:5eV7tdjYi Iz0X2xysi FDVpzsm UO-WI EZsyAHY7uwMUmrtU9BlCgikEB2N6pdwgaAVz1 OjY 2-6-0 I 0-5-12 I j 0.6-12 4v41= 1 1.5x3 I I 2 4x4= 3 3x4 II 4 Scale=1:11.3 J - - F' '/ 1.5x3 II 7 5 3x4= 433--4-4 I 3-1.4 30-11 I 0-8-4 I 3-1-4 o-1-I Plate Offsets(X,Y)— 14:0-1-8,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 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a Weight:27 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Concentrated Load(ib)-80 �c�<°� NEEFs`rio 44, 87022PE r N �y % ti OREG N & 9OF1no ER \" � �s A. HE p,%4 EXPIRES:06/30/2017 June 29,2016 I mi 4 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. p Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding 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 MiTele is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS6-B9 and I 7777 CSI Building Component 7777 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. CitrusuHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-297 UPPER F10 Floor 847726792 6 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:23 2016 Page 1 ID:SeV?tdjYIzOX2xysiFD VpzsmUO-WIEZsyAHY7uwMUmrtU9BICgj9EBwN6vdwgaAO?z1 OjY I 0-5-4 1 2-6-0 1 1.5x3 II 2 4x4 = 31.5x3 II Scale=1:11.3 —/ 5 4x4= 3x4= 1 3-2-4 1 3-0-12 I Plate Offsets(X,Y)— 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc Vdefl Ud GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20ES 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(LL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��c�E(} P R op,.s ��\� �NGINE s/O 2 `� 87022PE ��' cry �, y �Aj, OREG•N cP <vN 'Pon 9o, �4IER .0 \O �s A. He?, EXPIRES:06/30/2017 June 29,2016 WARNING-Verifyt design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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 Mel(' is always required for stability and to prevent co0apse with possible personal injury and property damage. For general guidance regarding the FYII R� * fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Clearly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Fuss TTruss Type IOty Ply Floor 33 1 POLYGON R47726793 PL16-297_UPPER F11 Job Reference(optional) 7.530 s Jul 11 2014 Muck Industries,Inc.Wed Jun 29 122723 2016 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:SeV?tdjYilz0X2xysiFDVpzsmUO-WIEZSyAHY7uwMUmrtU9BICgj?E78N1xdwgaAO?z10jY I 1-11-4 I 2-6-0 I Scale=1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 5 6 7 1 2 3 4 •_ • Y1 _ 0 / a e- e )a11 1 al 4x8= 3x8= 3x5= 3x5= 0-1-8 14-11-4 14-312 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.00.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(TL) 0.02 8 n/a n/a Weight 71 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF Sr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1369/0,3-4=-1369/0,4-5=-1452/0,5-6=1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=-1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)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. 87022PE 91' N • �' C% OREG N (yam Q�/1 A- HE Ck EXPIRES:06/30/2017 June 29,2016 6 6 lilt NINO ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Niel( design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the 7 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quail), SS Criteria,D -89 and SCSI Building Component 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suras Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-297_UPPER F12 Floor 24 1 R47726794 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiiTek Industries,Inc.Wed Jun 29 12:27:24 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO_Uox31BvJRon_eL1RCgQHQNuueV16VJm8UJjYSz1OjX 1 0-10-0 1 1 2-6-0 1 Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 II 1 4x4= 2 3x4= 1.5x3 II 3 4 5 6 e a\0 L° 1 9 0 8 e 4x5= 7 1.5x3 II 3x5= 3x4 = I 11-4-0 11-4-0 1 Plate Offsets(XX)-- r1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0.4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=-309/0,3-4=-927/0,45=927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=766/0,5-8=0/315,3-9=567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)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. ���,Ea PROFFs �Co ENGI N EER `r/0 k7 ' 87022PE 9r N :li y �-0?, OREG N ry? V 'AO ��8ER 1,� ap Or, A. 1-10k \-4," EXPIRES: -t- EXPIRES:06/30/2017 June 29,2016 4 _ r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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 'N a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing IYB■ Tek" ■' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Frei fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quardy Criteria DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 JobTruss Truss Type Qty Ply POLYGON R47726795 PL16-297_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton;Oregon 7.530 5 Jul 11 2014 MTek Industries,Inc.Wed Jun291227:24 2018-Page 1 V7 ID:5etdjYilz0X2xysiFDVpzsmUO_Uox31BvJROn_eL1 RCgQHONu5eQp6M5m8UJjYSz1 OjX 1 1-2-12 1 1-10-0 I I 1-8-8 1 Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 II 1 2 3 4 5 6 7 8 0 C`ux9 9 .. a ' 113 12 11 5x8= 6x16= 3x5= 4x10= 4x6 14-11-4 I I 14-11-4 Plate Offsets(XX)— 11:Edoe,0-1-81,110:Edge,0-1-81.I14:Edae,0-1-61 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2458/0,4-5=2473/0,5-6=-2473/0,6-7=-1673/0,7-8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=-1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=967/0,2-13=0/1745,2-14=-1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-14=4,1-9=40 rate Loads ConcentVert 3 825(F)) �`Co t� 'OS,E9 �'j02 �� 87022P� mac" 7 4.,, OR GON cy� <U •P s..,..gq..BER -% PCO SY' A.HE1 EXPIRES:06/30/2017 June 29,2016 f �� Al„,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �R Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 MiTekC is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Qualify Criteria,DSI7777 .89 and BCSI Building Component 7777 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type City Ply POLYGON PL16-297_UPPER F14 FLOOR GIRDER 3 1 R47726796 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Jun 29 12:27:24 2016 Page 1 I ID:5eV?tdjYIz0X2xysiFDVpzsmUO_Uox31BvJR0n_ UJjeL1RCgQHQNrveSB6SBm8YSz1OjX 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 II 4x6= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 II 12 2 13 14 3 15 4 16 5 17 6 18 0 0 05 —,----./.3"--e 0 .._..........._.........._._..._........_....., ,,,...,_._.,_....,,,,,,..,. . e • e e 10 9 4x6= 4x10 = 4x8= 4x6= I 14-11-4 14-11-4 I Plate Offsets(X,Y)— 11:Edge,0-1-81,f8:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-1756/0,13-14=-1756/0,3-14=-1756/0,3-15=1756/0,4-15=-1756/0,4-16=-1867/0,5-16=1867/0, 5-17=1867/0,6-17=1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/725,4-10=-331/0,3-10=-308/0,2-10=0/978,2-11=-1206/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. o,- :-. .,. .,-.::::- •- isifte-o . .. 1)lr the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-11=-5,1-7=-50 ��n0 PR°Fe Concentrated Loads(Ib) \� ! INEL- s/O Vert:6=-89(F)4=89(F)12=-95(F)13=95(F)14-129(F)15=89(F)16=89(F)17=-89(F)18=129(F) „x--- R ''z' 87022Pr r” r • 7 "Cj,OR GON ti�OtN Or, MBER *V\ S A- HE?'" EXPIRES:06/30/2017 June 29,2016 _ WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. r 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 Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IXII!A�k* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty PlyPOLYGON R47726797 PL16-297 UPPER F15 Floor 3 1 Job Reference(ootional). Pacific Lumber&Truss Go., " :Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries;Inc.Wed Jun 29 12:27:25 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-SgMJHeCX4k8ecowENBfgdv3f2dr awN83H5uz1OjW 1 1-5-12 I 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 fig fg e 8 7 v / \ 3x5= 3x4 3x4= O 9-4-4 l 0-1-8 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.01 6 n/a n/a Weight:46 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=-597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c'S\ PROFFSS c. tiNGIN� R /09 87022PE I- co y � . OREG Nti:' 11/ SA. Her. EXPIRES:06/30/2017 June 29,2016 e 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 4111-7473 rev.10/03/2015 BEFORE USE. '' Design valid for use only with MSek®connectors.This design is based only upon parameters shown,and is for an individual bulding 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 _. bulding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality 109 ty Criteria,DSS-89 and SCSI Building Component Suite Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SuH9iatds,CA 95610 Symbols Numbering System A General Safety PLATE LOCATION AND ORIENTATION Notes 3j4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property MEEoffsets are indicated. I I (Drawings not to scale) Injury Damage or Personal In Dimensions are in ft-in-sixteenths. IN, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0.1/16, ci-z C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ bracing should be considered. ■�� 3. Never exceed the design loading shown and never IL\lik•It/r2 stack materials on inadequately braced trusses. cy� 45_6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e plates 0-'hd' from outside BOTTOM CHORDS — designer, essupervisor,property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locaoint tionds are begula ed by ANSI/TPI Knots and 1 e atjoint Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is camber responsibility of fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Trusses are designedplanein all respects,equal to or better than that Sfr Indicated by symbol shown and/or for wind loads in the of the specified. by text in the bracing section of the truss unless otherwise shown. 13.spa chords matt de n dashed or purlins provided at Output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at loft.spacing, BEARING established by others. or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings .� (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved 16 apprDo oval of ant altergineemember or plate without prior =, reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.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. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 1 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT ENGLISH STEP 5 PLEX 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: K2133024 thru K2133074 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. \kED PR0E4- ��GiNEFR >� 87022PE *171"- (f,(‘ rN,(‘ OREGON rp �H 0 FMBER �� O • 06, e. it I July 5,2016 Hernandez,Marcos IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSUTPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs fbr any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1aBTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PIP load duration factor=1.6, TOTAL LOAD = 45.0 PIP End vertical(s) are exposed to wind, 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. 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. 5-00 5-00 4 4 4 1212 IIM-4x4 12.00 7 3 N 12.00 Ala 01 ,4IIN M N 11t 0 1 M-3x4 M-3x4 PR y 1-00 l 10-00 y 1-00 y ���� - G N OFFS/ c 87022PE r" JOB NAME : RT ENGLISH STEP 5 PLEX - Al Scale: 0.4072 CV WARNINGS: GENERAL NOTES, unless otherhase noted: 7 �A� OREGO !yam I.Builder and erection contractor should be advised of all General Notes I.This design h based only upon the perimeters shown and la for en individual ^\ Truss: Al and Warnings before construction commences. building component.ApplkabABy of design pirameten and proper A♦ ��V 2.2x4 compresaon web bracing must be Installed where shown.. Incorporation of component h Me roapondblAy of the bWMhg designer. IP b Fine E R 3.Additional temporary bracing to Inure stability during construction 2 Design assumes the lop 5stnd be an 5a b to be lalenAy tasked al S C is the resparsdbity of the erector.Additional permanent bract t 7 nyn and at ea ftf Din.nob Ce ply unhw bread TO)an l r d y lenkm). ,S. He,f, germane rig o 2 o.c.end sheathing such ti plywood s bre and throu hoot t drywength b. ry Tr`- DATE: 7/1/2016 me overall structure la the naponelbwty of the building designer. 3.2x Impact bridging or lateral bracing required when shown a SEQ.: K213 3 0 2 4 4.No toed should be applied to any component until ager all bracing and 4.Installation of(rues lathe responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes busses era to be used'.nonconodve enWronment, design roads be eppged to any component. and are for"dry condition'of use. TRANS ID: LINK O.Design assumes mIbearngetalsuppomshown.Shim arwedge if EXPIRES:06/30/2017 5.CompuTrus has no control over and manes no reeponskiliy for the neceewry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 5,2016 8.This design Is furnished subject to the limitations eat font by 8.Plates shell be bated on both feces of truss,and placed w their center TpIMRCA in13051,copies of which will be furnished upon request. linos coincide with joint g Digits Indicate dee of piste nrinches. Wel(USA,Inc./CompuTrua Software 7.6.7(1L).E 1o.Fw beak connector plate design values see ESR-I311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 543 3- 9=(-236) 225 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 4=( 0) 65 3- 5=(-647) 240 0-16=( 0) 5 9- 0=(-280) 496 TC LATERAL SUPPORT <= 12"OC. UON. LONDIOG 4- 5=(-647) 255 10- 6=( -81) 513 9-15=( -80) 527 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-282) 207 OVERHANGS: 12.0" 0.0" ' TOTAL LOAD = 45.0 PSF 10- 5=( -40) 130 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) vertical members REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) uon). "' For hanger specs. - See approved plans BOTTC'4 CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND S TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 7_11-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" ,r 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" T MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 ,fMAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12.00 M-4x6 N 12.00 4,0" ZDesign conforms to main windforce-resisting M-3x5 M-3X5 system and components and cladding criteria. `�� Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X9 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), M-1.5X4'', ,All duration facor= .6, End vertial(:) are exposed to wind, M-3X Truss designed for wind loads M-1,5x3 11'713'154 in the plane of the truss only. M-3x5',sill , X Truss designed for 4x2 outlookers, 2x4 let-ins of the same size and grade as structural top M-1"5X4 chord. Insure tight fit at each end of let-in, Outlookers must be cut with care and are permissible at inlet board areas only. x5 di o M3,,.ji ',. , o . PON of M-3x4 9 A_ r1 -r M-185x3 M- x4 M-3x4 .6 1 o M-5x8 y l l 7-11-02 4-03-09 1 4-10-05 1 l y 1 1-00 7-07 9-06 J' y 2�p P R pf n J' 7-09-06 0-02y 06 9-03-10 x(C` c.--,s, 17-01 y ,c �NGINcR /q2 4t* yyz87022PE vr JOB NAME : RT ENGLISH STEP 5 P] EX - B1 Scale: 0.2074 WARNINGS: GENERAL NOTES, unbss othervese mMt N 1.Bonder and erection contractor Mold be advised dal General Notes Truss: B1 1.This design is asedonyupon the parameters shownandisforanidividual -3.7 �-OT OREGON I, .r„,_ kid and YV rrNrps before consiruabn commenced, building component.Applicability of design parameters and proper 2.2a4 compression web bradnp must be Mstelbd*there shown+. Incorporation of component I°the reeponsibNNy WIN building designer. ♦ ` 3.Additional temporary bracing to Insure debility tla#Ig construction 2.Design easumea the top and bottom chordate be laterely braced et ��O$'44&E R 1\ PCO Is the responsibility of site erector.Additional pe nese lancing of 2'o.c.and at 10 o.c.reap°othey unless braced throughout their length by L7 C -` DATE: 7/1/2016 the overall structure Is the responsibility of the ng designer. 24Impa continuous sheathing each as adng re aired here shown•tlrywal(BC). S g±�\ SEQ.: K2133025 4.Nomad Mould ba applied to any component ural iter a8bras and 4.2eImpactbndging I therelbroang ryfthe whpre0 .• a `` ng 4.Mataletbn o/hose b the te sib se hr.err rroe contractor. fasteners are complete and at no Olde should any ads greater than 5.Design assumed trusses are to be used M■non•mrtodve environment TRANS ID: LINK design bads be applied to any component and aro for"dry condition"of use. 5.CompuTrus has no control over end assumes no nsponsibl9ty forms 8.Design::comes NI bearing Nap wppons Moven,Shim or wedge if fabrtca"°n,handling,shipment and inselation of eemporrents. led EXPIRES:06/30/2017 6.This design is furnished wb)ed to the Ilmllettons est forth by T.Design assumes adequate drainage h provided. TP WTCA M SCSI,copies of which will be furnished upon request. 8.lints coinces ide{meted doron siser lines.h s of truss,and pl.cea w their center July 5,2016 MITek USA Inc./CompuTrus Software 7.6.#(1 L}E 9.Digits i mbate slm of plata in inches. 19.For bask connector plate design values see ESR•f 3f f,ESR-1980(MITek) { This design prepared from computer input by Pacific Lumber and Truss-BC TCINC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-124) 593 3- 9=(-236) 225 BC:: 2x9 KDDF #1SPECIFICATIONS TRUSSSPAN 1E'- 1.0"SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 BC: 2x9 RODE' #1&BTRBTR 3- 4=(-633) 290 8-10=( 0) 5 9- 9=)-226) 496 WEBS: 2x9 RODE' STAND LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 5- 6=(-857) 179 9- 5=1-282) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 19- 5=( -40) 130 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AR OVERHANGS: 12.0" 0.0" EA LL = 25 PIF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) .. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. tCOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" 7-11-02 9-01-14 1 MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 4_00_05 3-10-13 T 4-03-09 1' 4-10-OS '1 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-9x6 N12.00 9.0" Design conforms to main windforce-resisting 9 12.00 system and components and cladding criteria. Wind: 140 mph, h=29.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' ;1111111111111111111°' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 M-3x9 m 0 Ut V ON O rh I M-3x4 9, 116, 0 1 7 8 10 6 0 M-1.5x3 M-3x4 M-3x4 1 0 M-5x8 l ) l l 7-11-02 4-03-09 4-10-05 1 , l ,/! 6 PROFFS 1-ooy 7-07 9-06 ). ll �c� �NGINEE. `Sip29 7-09-06 0-02-06 9-03-10 l 1 17-01 870 2PE r JOB NAME : RT ENGLISH STEP 5 PLEX - B2Sala; 0,2074 It. N (�� GENERAL NOTES, unless otherwise noted: _.•7 �A� OR EG O ryO "e I.Gilder and erection contractortrct n se be advised of s8 General Notes 1. building coomponent.Applicability of design parameters and proper individual ‘.44 .NN♦ �� Truss: B2 and Warnings before e coehuc ion commences. Incorporation of component b the responsibility of the building dealpner. '$) `'•O R `` 2.Zad compression web bracing must be installed were Moven•. 2,Design assumes the top and bottom dards to be laterally braced at ^ 3.Additional temporary bracing to inure stability during oonauuction 7 o.c.and at 10'o.c.respectively unless braced throughout their length by J• q H Ep;` late respoeidlly of to erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(7C)end/or drywall(BC). DATE: 7/1/2016 the overall rrwh.e Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown+• 4,No load should be applied to any component until ager all bracing and 4.Ietalaen of truss Is the responsibility of the respective contractor. SEQ.: K213 3 0 2 6 fasteners are complete and at no time should any loads greater than 5.Design easiness busses ens robe used In.non-corrosive environment, and afe for'dry condition.of EXPIRES: 06/30/2017 TRANS I D: LINK design bads be applied to any component. 8.Design assumes full bearing at al supports shown.Shim or wedge if s.CompuT ua has a controloverend assumes no r.apoelalm for he rte es July 5,2 16 labddtbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is proeded. 6.This design is Banished subject to the limitations set forth by 8.Plates anal be located on both faces of suss,and piaud so their center TPIMTCA In SCSI,copies of which will be furnished upon request. linos coincide with joint center lies. g.Digits indicate she of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1D.For bask connector plate daeign values sea ESR-1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS - 18-11-08 GIRDER SUPPORTING 20-11-00 TC: 2x9 ROOF #1OBTR IBC 2012 -59 ( 3520 FORCES -278) 1936=1.50 BC: 2x6 KDDF #ls BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5378) 876 1- 8=(-590) 3520 8- 2=( -278) 1936 5-13=(-2100) 358 WEBS: 2x6 KDDF #1/BTR; 2- 3=(-3860) 730 8-11=(-588) 3500 2-11=(-1258) 312 13- 6=( -708) 4920 2x6 KDDF STAND A LOADING 3- 4=(-3840) 734 9-10=( 0) 0 10-11=( -90) 628 14- 6=) -212) 1359 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5312) 914 10-12=( -2) 24 11- 3=( -964) 5090 6-15=(-5598) 918 TC UNIF LL( 50.0)+0L( 20.0)= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5780) 968 12-13=(-944) 6019 11- 4=(-1808) 924 15- 7=( -58) 22 TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 23 .5)+DL( 209.2)= 995.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=) -44) 54 13-14=(-440) 2882 11-12=( -564) 3920 BC LATERAL SUPPORT <= 12"OC. UON. I ADI(L: BC CONC LL+DL= 597.0 LBS @ 17'- 1.0" 19-15=(-990) 2882 2-15=( -386) 2528 J� 12- 5=(-2992) 528 ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. MAX TIO2 SID REQUIRED SPG AREA nails staggered: y LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) \^/ 9" oc in 1 row(s) throughout 2x9 top chords, BOTTM CHORD CHECKED FOR LD PSF LIVE LOAD. TOP 0'- 0.0" -812/ 4978V -203/ 252H 5.50" 7.96 KDDF ( 625) /x\/)(\ 9" oc in 2 row(s) throughout 2x6 bottom chords, AND OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18'- 11.5" -873/ 5349V 0/ OH 5.50" 8.55 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 7-11-02 6-p7 9-05-06 OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. '� ,� VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 4-03-01 3-08-01 3-02-10 3-04-06 2-06-14 1-10-08 MAX LL DEFL = -0.064" @ 11'- 3.5" Allowed = 0.601" f T f I f f MAX TL CREEP DEFL = -0.146" @ 11'- 3.5" Allowed 0.902" 12 M-4X6 12 MAX HORIZ. TL DEFL - 0.029" @ 18'- 8.0" 12.00 7 12.00 4.0" 3 V4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWF RS(D1 r), load duration factor=1.6, �S-3x5 End vertical(s) are exposed to wind, M-3x5 Truss designed for wind loads 2 � in the plane of the truss only. M-5x6 M-1.5x3 M-9x10 M-5x10 F� 6 7 -,r . A ro L,, ,, o �' I M-3 x6 I 11 A� H of �� m �Ylia m 910 1. -/ M-1.5x3 M-4.10 M- 6 M-3xs 8 4x M-7x8 M-4x6 J, y y y ). 11,547# l 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06 1-10-08 1 ,1 i l 7-07 11-04-08 y yy y ����D F R axfiSS 7-09-06 0-02-06 11-02-02 Co 18-11-08 NGINEr*9 p2 � 1 l 4.(, a^ 870 2PE 9r JOB NAME : RT ENGLISH STEP 5 PLEX - BGIRD Scale: 0.2138 '^ CV WARNINGS' GENERAL NOTES. unless ethendsa noted: 5. N T ru s S: BGIRD I Bugder and erection contractor should be advlsaal of ail General Notes I.This design Is based only upon me parameters shown and le for an mdlvldusl %rir�ATF REG N C't,� - aM w m.,beton)consinldlon edmmenas. building component.Applicability of design parameters and proper O 2.2x4 compression web bracing must be installed re shown«, Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing b Insure stability gconstruction 2.Design assumes the bottom chords be laterally braced et �o 4E3 ER �'` P� Is the responsibility of the enactor.AtltlMhnel pe anent bracing of 22.o.<,and al 10 o.c,respectively unless Goon throughout their length by DATE: 7/1/2016 the overall structure Is the responsibility Orme Ing designer. continuous Meaning such as*mod sheething(FC)and/or dryw,ail(BC). SEQ.: K2133027 4.No had should be applied teeny component u after ail bradngand 4.Instagetlnnibritnusgaisth.rol�nsibNtyorihe,�aadw<comr•actor. S q HE N fasteners are compete and at no time should a bads greeter than 5.Design assumes busses are to be used in a no 05ste environment, TRANS ID: LINK design Pads be appliedG d.eign sad,be applied Iany component. end ere for dry rsndEan eta,.. 5.Compaorue has no control over end assume,no nsponefoley for the 6.Design assumes NI bearing et ail supports shown.Shim or wedge If fabrication,handling,shipment and InAallelfon of component,. Design necessary. q EXPIRES:06/30/2017 6.This design la furnished subject to the limitation/set forth by 8.Metes shall bated on drainage faeso gross,d. July 5,2016 TPUWTIA In SCSI,coB.plates aMq be bated se both/aces of inns,end placed so their unlet plus of which will be(um*ed upon request, lines coincide with)niM senior lines. MITek USA,Ina/CompuTNB Software 7.Qp(1 L)-E 9.Digits Indicate sire of plate In Inches. 10.For basic connector plate design values sae ESR-1311,EMI(188(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TRUSS SPAN 3'- 6.0" LUMBER 4PECIFICATIONS TC: 2x4 KDDF #1gBTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-9=(-43) 98 2-9=(-149) 1952-3=( -16) 8 SPACED 29.0" O.C. BC: 2x8 KDDF #18BTR WEBS: 2x9 KDDF STAND LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. nnN. TOTAL LOAD = 45.0 PIF 0'- 0.0" -57/ 475V -45/ 87H 5.50" 0.76 KDDF ( 625) 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 717.0 LBS @ 2'- 0.0" SINGLE MEMBER AS SHOWN. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. HANGERS ATTACHED TO BOTTOM CHORD REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 WILL HAVE 1.5"MAX.NAIL PENETRATION. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" MAX BC PANEL TL DEFL = -0.018" @ 1'- 11.2" Allowed = 0.149" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 3-02-09 0-03-12 1' ' ' Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 Wind: 140 mph, h=20.Sft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 09-1.5x3 3 Truss designed for wind loads in the plane of the truss only. 2 Ail000 I FM 0 I 11:4 �I - k- I 1 Km. 4 0 M-3x9 M-3x8 +717# )' 1 l 3-02-09 0-03-12 l 3-06 ����NG N k-w c 2 't� 870 2PE v� JOB NAME : RT ENGLISH STEP 5 PLEX - CGIRDBcale: 0.5225 N ^ /�p WARNINGS: GENERAL NOTES, unless otherwise noted: �A pREGO Aid „° I.Bultlar and erection contractor shadd be advised of all General Notes 1. building component.based Appllubll f design Penmelenend proper Individual ,'.4i + ��O Truss: CGIRD snd Wamings beton eana bracing mo commence. Inwrponlbn of cemponent la lha neponel par of the WWI'',deelpner. �CO`Mit E s `� 2.254 camproeAen web bracing must be Instated where Maven a. 2.Design assumes the lop and bottom chords to be laterally braced el A e`.` 3.Additional temporary bracing to Insure stability during construction 2 o.c.end N f ly o.c.respectively unlaas braced throughout tMk length by J' A H Ep,\ b me responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or dryvnl(BC). DATE: 7/1/2016 me overall stnwture la the naponrbAlry of the building designer. 3.2a Impact Waging or lateral bracing required where shown.. No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ.: K213 3 0 2 8 4.fasteners are compete end at no ams should any loads greater than 5.Design assumes busses ere to be used in a noncorroelve environment, and are for•dry condition"or use. TRANS ID: LINK dewoni adobe nn edbanycmponent. S.Design o.umesMIbearing at alsupponsshoww.Shim arwedge if EXPIRES:06/30/2017 5.CompuTNa has no control over and asomas no responsibility for lila EXPIRES:as July5,2016 fabrication,handling,ehipmenl and Installation of component.. 7.Design asomes adequate drainage Is provided. J L 8.This design Is furnished object to the limitations set forth by 8.Plates sinal bee loitith ered on center truss,of ss,and placed so their center TP WJICA in SCSI,copies of which sell be NmbheO upon request. 9 Digits indicate size of plate In Inches. MITek USA,lnc.ICompUTrus Software 7.6.7(1L)-E no.For bask connector pate desgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" OND. 2: Desi n checked for net(-7 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 gpsf) uplift at 24 "oc spacing. BC: 2x9 KDDF #1fiBTR SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12..0C. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=1.6, considered for this design. End vertical(s) are exposed to wind, LL = 25 PIF Ground Snow (Pg) Truss designed for wind loads a* For hanger specs. - See approved plans LIMIT D STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUI EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 80TT CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND 8 TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11-07-11 9-06-05 T 1' 21-02 12 12 IIM-4x4 9.0017 2 9.00 41111111111 1 14 4 6 '-' l l l Il ���Ep . R OFFss 1-00 6-11-08 19-02-08 l 21-02 y ��5 �GNGIN �R /p2 �' 870 2PE 9� JOB NAME : RT ENGLISH STEP 5 P ,EX - D1 • Scale: 0.2473 WARNINGS: GENERAL NOTES, unless otherwise noted: N a� Truss: D 1 1.Builder and erection contractor should be advises/of ail General Notes 1.This design ta based only upon the parameters shown and a for an Individual �a' 'oi, OR EG O /ry Owl and Warnings before construction commences. ' building component.Applicability of design parameters and proper J • 2.2x4 compn.Yon web bracing must be installed Oen,show,a. incorporation of component a the rosponslbNBy of the building designer. /�Jh ,a 3.Addilonsl temporary bracing b Insure stability constndlon 2.Design assumes the top end bottom chords to be latently braced et "'U E F� `� Is gra raspun)biety of the erector.Additional pe anent bracing of T o.c.end at 70'0.c.respectively unless braced Throughout their length by0,e4% C f1 DATE: 7/1/2016 the overall Ynwfuro la the n continuous sheathing n such es plywood shoe nbc,.0)and/or drywell(BC). .(1 H r��P responsibility of the Ing designer. 3.2a Impact bridging or lateral bracing required where shown a a la) �l[� SEQ.: K2133029 4.No bad Mould be applied to any component u after all bracing and 4.Installation f tons is the responsibility Who respective contractor fasteners aro compete end at no time should a beds greater than 5.Design assumes trusses aro to be used In a nonocnosee environment, TRANS ID: LINK design bads be applied In any component. and era for'dry sandmen.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all swoons Mow,.Shim or vntlge If EXPIRES:06/30/2017 fabrication,handling,segment and Inst...olcomponents. ecoN°ry' 7.Desigadequste drainage 6.The design is furnished subject to the limitationsset forth by 8.Raesnshalbeelocated onboth facesioftruwss,and placed eotheir center July 5,2016 TP WVTCA In SCSI.copies of which vA be Nmid ed upon request. Anes coincide with joint canter linea. MITek USA,Inc./CompuTrus Software 7.&¢(1 LEE 5.Digits indicate sire of ple In inches 10.For best connector plate design values see ESR-1311,ESR-1688(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-239) 291 8- 2=(-1081) 291 9-12=1-965) 219 SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=1 -2) 10 2- 9=( -106) 715 12- 5=1-212) 581 BC: 2x4 KDDF STANDTANDR 3- 4=1-1113) 261 10-12=1-178) 878 9- 3=( -963) 164 12- 6=(-253) 166 WEBS: 2x9 KDDF 4- 5=1 -813) 270 12-13=1-123) 687 9-10=1 -185) 789 6-13=1-152) 141 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1 -819) 294 13-19=1 -26) 45 3-10=1 -43) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -931) 207 11-10=1 0) 51 7-14=(-910) 223 TOTAL LOAD = 95.0 PSF 10- 4=1 -26) 232 OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LBEARINGS MAXCVIRTS REACTIONSHOBIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -293/ 256H 5.50" 1.78 KDDF ( 625) M-3x9 where shown; Jts:2-4,6-7,13 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) an For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001^ @ -1.- 0.0" Allowed= 0.067" 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11-07-11 MAX LL DEFL = 0.025" @ 6'- 9.8^ Allowed = 0.675" 1' '� MAX TL CREEP DEFL = -0.052" @ 6'- 9.8" Allowed= 1.012" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 I f MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 ''' ,19.4() 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" HM-4x4 Q 9.00 9.00 4.0" Design conforms to main wlndforce-resisting 5 system and components and cladding criteria. N4 Wind: 190 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 >` f 3 r 1 :o .-1 2 -- '; j f y -T r �14 ,,, 11111111„, ��,0 cl 12 • 13 I I M-3x8 M-1.5x3 00 I � �- I ti 8-- 9 M- x8 r+ M-1.5x3 M-3x8 M-1.5x3 l )' Jr Jr i' l 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 �,Q�EO P R QFFS Jr ) l l 1-00 6-11-08 14-02-08 y � ENGIN E - U./ y zl-oz 87022P; 9r- JOB NAME : RT ENGLISH STEP 5 PLEA - D2 Scale: 0.2134 i1 (� WARNINGS: GENERAL NOTES, unless otherwise noted: , (A OR GON 'V_ ,Fr 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is or an Ind:edual =w�� ORE' �A �Q Truss: D2andwarmogsmoue oonswdioncommences. building component.Applicabiliyofdesignparametersandproper ' 2.2x4 compression web brads must be Installed voter.shown«, Incorporetlon of component la the responsibility of the building designer. pre g mu 2 Design assumes the lop and bottom chords to be Iaterefly braved at O 3.Additional temporary bracing le Insure Nebgity during construction 2'o.c.end al/0'o.c.respectively unless braced throughout their length by .... �` lathe responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheeting(TC)and/or drywal(BC). A 1-10', 'N''' DATE: 7/1/2016 the overall structure H the responstlly of the building designer. 3.2a Impact bridging or lateral bredng required where shown o SE 0 4.No load should be applied to any component until alar all bredng end 4.Installation of truss Is the responsibllty of the respective contractor. Q• K213 3 0 3 fasteners are complete and at no time should any loads Broder than 5.Design assumes trusses are to be used In e noncorrosme environment, design Wads be applied to any component. and are for"dry condition"ri of use. TRANS ID: LINK e.Design aet meslalbearingataesuppotfCMown,shimorwedgir EXPI RES:06/30/2017 s.comp,Trus has no control over and assumes no responsibility for m. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. JUIy 5,20 6 8.This design b furnished sub)ed to the limitations set forth by B.Plates shag be lilted on both laves of truss,end placed w their center TPWOFCA In SCSI,copies alwhich w4l be fumished upon request. Anes coincide with Joint center lines. 5.Digits indicate.Ire of plate In inches. MiTek USA Inc.ICompuTrus Software 7.6.7(1L}E 10.For basic connector plate design values see EB14•t311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&M LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-442) 213 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 4=(-211) 566 3- 4=( -796) 270 9-11=(-169) 848 8- 2=(-479) 164 11- 5=(-256) 166 LOADING 4- 5=( -799) 291 10-12=( 0) 0 8- 9=(-174) 745 5-13=(-148) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 2$.0)+DL( 10.0) ON TOP CHORD = 35.0 PS BC LATERAL SUPPORT <= 12"0C. UON. F 5- 6=( -919) 204 13-14=(-126) 677 2- 9=( -45) 210 13- 4=(-899) 688 DL ON BOTTOM CHORD = 10.0 PSF 13-19=( -26) 45 10- 9=( 0) 53 6-19=(-899) 221 TOTAL LOAD = 45.0 PSF 9- 3=( -18) 206 M-3x4 where shown; Jts:l-3,5-6,13 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA *'" For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMIT D STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUI EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -146/ 941V 0/ 0H 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 0.667" 11-09-11 9-06-05 T f MAX TL CREEP DEFL = -0.049" @ 6'- 7.8" Allowed = 1.000" 3-05 3-04-08 4-07-03 9-09-109 5-01-12 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" f f MAX HOAR. TL DEFL = 0.020" @ 20'- 9.2" 12 12 9.00 IIM-4x4 ''' j9.00 Design conforms to main windforce-resisting 4.0" omponents and claddin criteria. 4 -fa, system and c g 41 Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, End Vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 re 2 14111*000000.i: -/2 o 1°111111P 1\41411/i .'.2... immia! ��T�19 ' M-131),8I 13 ♦14 '-/ti oM-1.5x3 I � in.-1 .. 7 4, 8 M-tJ4c8 12 M-1.5x3 M-3x8 M-1.5x3 l ) l l l i l l 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 l y ) 6-09-08 14-01,08 t2 r y 13-00 6-02-08 y 7-11 \q s `G N `SLS 20-11 �� '4 �i �' 870 2PE 9r JOB NAME : RT ENGLISH STEP 5 PLEX - D3 • Scale: 0.1965 N WARNINGS: GENERAL NOTES, unless otherwise noted: 8♦ Truss: D 3 1.Builder and erection contactor shouts be ativi I al General Nate, 1.mle design Is tweed only upon the parameter.shown end Is for an individual ' ""G GR EG G tip <C/� and Warning.before construction commence.a bulging component.Applicability of design parameters and proper 2.214 compression web bracing must be Installed re Mown.. Incorporation of component Is the reeponsiblity of the building designer. O 3.Additional temporary bracing to boors stability ring construction 2.Design assumes Me top and bottom shores to be laterally broaden �� C9 l� '`� Is the responsibility of the erector.Additional pe rent bracing of T o.c.on at iO a.c.regroaNety unless braced throughout their length by `a _` DATE: 7/1/2016 Me overall swaure is the reeponsibt8y of the Ing designer. continuous sheathing such as plywood quit sheathing(TC)and/or orywal(BC). sotrs ,a' ��\ 3.20 Impact bridging or era[literal bracing required where shown♦o /'i SEQ. : K213 3 0 31 4.No bad should be applied to any component u after all bracing and 4.InataBatbn of truss Is the responsibility of respective contractor. fasteners are complete and at no time should a loads greater than 5.Design assumes trusses ars to be used Ina noncorrosive environmed, TRANS I D: LINK design leads be applied to any component. and are for"dry condition"of use. 5.CompuTros has no control over and assumesresponsibirgy for the 8.Design assumes NI bearing al all supports own.Shim e,cadge if EXPIRES:06/30/2017 fabrication,twang,shipment and Intallatbn s components. neeessery,twang, .l Q 7.Design hall mums adequate toothi face to provided. July 5,20 1 6 8.This design is furnished subject to the Ilmltallo I net forth by 8.Plates l�u be loafed an both drainage aotrues,and plead so their center TPWAICA In BCSI,copies of which will be mm d upon request. lines coincide with joint anter linea. MiTek USA Inc./CompUTms Software 7.0(114-EB.Digit.Indicate size of plate In Inches. 10.For basic connector plate design values we ESR-1311,ESR-7888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 015BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x4 KDDF $15BTR SPACED 24.0" S.C. 2- 3=(-743) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-753) 184 9-10=( -41) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 471 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0,- 0.0" -146/ 941V -248/ 275H 5.50" 1.51 KDDF ( 625) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018" @ 11'- 4.7" Allowed = 0.667" MAX TL CREEP DEFL = -0.038" @ 11'- 4.7" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 11-04-11 9-06-05 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 5-10-15 5-05-11 4-06-09 4-11-12 ,q Design conforms to main windforce-resisting f 1 fsystem and components and cladding criteria. 7 9.00 12 IIM-9X9 12 Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 I/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 3 4 End vertical(s) are exposed to wind, i4 Truss designed for wind loads in the plane of the truss only. 111000„..,4, 2 r. 0 ....- iiiiiiiiiiiiratiftftI o o I rn m o ,lif 6ill.cc 7u PIP1 9- 10 -/ M-1.5x3 0.25" M-1.5x3 M-sxe(s) y P` p PROF l l 1 l E 5-07-07 5-09-03 4-10-01 4-08-04 b �`Co' NGINFFR 0/ y 20-u g cy 87022P�. 9i JOB NAME : RT ENGLISH STEP 5 PLEX - D4 Scale: 0.2160 , [�� . WARNINGS: GENERAL NOTES, unless otherwise noted: Ci OR GON VO ^'A 1.Balder and erection contractor Ovoid be advised of all General Notes 1.This design N based only upon the parameters shown and Is bran individual .' FMR E a N Truss• D4 and Warnings before construction commences. building component.Applicability of design parameters and proper • 7.1x4 compression web bracing must be installed where Mown.. incorporation of component Is Me respens16l8y of Me building designer. 3.Additional temporary bracing to Azure stadl89 during construction 2.Design assumes the lop end behom dwrds to be laterally braced at O� Is the respensibilly of the erector.Additional permanent bracing of continuous sheathing 17 hin. • rsplyunlessbracedihmugvouttheinlength). ,O. HE- DATE: (�` continuous such es plywood sheathing(7G)arMyor drywsA(BC). /•� ``- DATE: 7/1/2016 the overall*Ware Is the responsibility of the balding designer. 7.Ox sped bridging or latero bracing required where shown.. SEQ.: K2 13 3 0 3 2 4.No bad should be applied to any component until eller all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design sesames trusses are to be used in e non-corrosive environment, design beds be applied to any component. end are for"dry cond8Non"of use. TRANS ID: LINK 5.Design assumes NA bearing atessupports shown.Shim orwedge if EXPIRES:06/30/2017 8.comWT"ra Ms rw control over and assumes no responsibility for the n..- , fsbrkatlon,handling.empment and installation of components. 7.Design assumes adequate drainage is provided. July 5,2016 8.This design is furnished subject to the limitations eel forth by B.Plates shall be located en both faces erase,and placed so Meir center TPWVICA In BG51,copies of which MI be famished upon request. lines coincide 9.Digits a sire of plata terinches. MITek USA,Ino./CompuTrus Software 7.6.7)1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1985 Weal This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" OND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. TC: 2x9 KDDF N1fiBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF Nlfi BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LTJ( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 P5F Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. L ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL R QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. B TOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP No te:Trues design requires Continuous A D BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 3-03-12 0-03-12 T T 1 12 4.00 v M-1.5x3 9 3 —I X I-- 0 ko 0 N ,tl ,--1 ��!aa I t W 1 � o MI Ar i M-3x4 M-1.5 5x36 l l 1-00 3-07*08 ���Ep PR°Fes fIN4\ `� 87022PE 9r JOB NAME : RT ENGLISH STEP 5 P ,EX - El Scale: 0.6486 '^ WARNINGS: , GENERAL NOTES, unless otherwise noted: N� /� Truss: El 1.Halderand.rodwna^aecer.hoddbeedvsspofoNHenenlNotes This deMpnisb°sedonly upon the paramelenshown and hmrenndlddual -p " )n OREGON c�� ki and Warnings before construction commences. building component.Applicability of design parameter,and proper / /� 2.2a4 compression web bracing must be Metalled n Mom•. incorporation or component Is the raaponsibiny of the building designer. '-0,—, � 8ER A A `1s/ 3.Additional temporary bracing to Insure stability construction 2.Design assumes the lop and bottom Malas to b°laterally braced al .'/14 `\ `'J Is the responsibility or the erector.Additional pe ant pacing of Y o.c.and al 10'a.c.raapecnvely unless braced throughout their length by O Ca P DATE: 7/1/2016 Me overall structure is the ro continuous sheathing such as plywood eheathing(TC)and/or dryws1(SC). �y u r cs sponsibAny of the Ing designer. 3.2a Impact bridging or Wlenl bracing required where shown♦♦ /y f1 `` SEQ. : K213 3 0 3 3 4.No load should be applied to any component after all bracing end 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should est bads greater then 5.Design assume,Wesel aro to be used Ina non-corrosive environment, TRANS I D: LINK design wad,be applied to any component. and aro for'dry andmo�of nee. C 5.Compalne has no control over and assumes rb re ponslbgny for the 8.Da�gn assumes bearing al coli supports shown.Shim or wedge if EXPIRES: /30/2017 fabtoebon,handling.shipment and installation 0I components. B°°ry' H.This design is furnished cabled to the IMgatin,Iset forth by 8.Plates sten al belocated snon both tens,ge loltruss,and placed so their anter July 5,2016 TPIANTCA In SCSI,copies of which nil be furnisihed upon request. Ise coincide with joint anter lines. MITek USA,Inc./CompuTrus Software 7.6p(1L}E 9.Digits indicate Size of plate in inches. 70.For basic connector plate design values see 8517-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER 4PECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #SSBTR LOAD DURATION INCREASE = 1.15 1-2=( O) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x9 KDDF #1bBTR SPACED 24.0" O.C. 2-3=(-56) 34 3-4=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UGH. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -49/ 334V -13/ 44H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 7.5^ -22/ 153V 0/ OH 5.50" 0.24 KDDF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL *s For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0^ Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 3-03-12 0-03-12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 1 T 4 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 12 MAX HORI Z. TL DEFL = 0.000" @ 3'- 3.8 4.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 --/ End vertical(s) are exposed to wind, 3 I Truss designed for wind loads in the plane of the truss only. iII r oI o oI .-I o ri 1 2�� « 5 o -3x9 M-1.5x3 211 y y l 3-03-12 0-03-12 l l l 1-00 3-07-08 ft. P R OFF0:0 c..\� �NGINF�R "Q„, 87022PE /1" r` JOB NAME : RT ENGLISH STEP 5 PLEX - E2 sale, 0.6296 �, >, N WARNINGS: GThIsde design udyuohorwise e: - Ax OREGO cO O� 1.Builder and erection contractor should be adviutl or ani General Notes 1.This destgn N based only upon the parameters Moven and is bran individual OREGO�n Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters end properincorporetion �� �. 1"� �� • 2.234 compression web bactng must be installed where shorn.. Design assumes a component la Na responsibility of the building edatdesigner. SER 3.Additional temporary bracing a Insure stability dump wnshucibn 2 Design assumes the tap and bosom drone to be IelenM bawd et O Is the responsibility of the erector.Additional permanent bracing of T continuous end st 1 a o.e.such a plyely unless eecetl throughout Mab length by S A" HER congnuou ehesihhq such es plywood shealMng(TC)ariNor tlryrnp(BC). `` DATE: 7/1/2016 the overs**Mil.Is the rospenibaTy of the hailing designer. 3.24 impact bdtlging or lateral baring required where shown. SEQ.: K2133034 4.Na toad.hav9d be applied teeny eeepenent until Seer all bIasing end 4.In�allonoftruumes Nlstherowo�ul�diINrespsdn a �ve contractor. fasteners m complete and at no Nene should any loads greater then ment and are fn or"My condition"of use. TRANS ID: LINK design Wads t,aansMdtoany component. 5.Design asumesMIbeedngatMIsuppodsshown.Shim orwedgeIt EXPIRES:06/30/2017 ' s.compuTrue has no control over end assumes no responsibility ler me ,,,o hbrlwtbn,handling.shipment and Installation of components. 7,Design Humes adequate drainage Is provided. July 5,2016 a.This design is famished subject to the limitations set forth by B.Plates shall be located on both taps of buss,and placed so mak center TPBWTCA In SCSI,copies or which MIN be furnished upon request. g Inca coimncidedicate t s of piste th joint erhInes. DigitMITek USA,InclCompuTrus Software 7.6.7(11)-E IS.For basis connector plate design values see ESR-t311,ESR-1965(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" OND. 2: Design checked for net(-7 BTR 9 (- psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #18 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 15.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=l.6, considered for this design. End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads LIMI ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQ IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTT M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 5-07-04 , 5-07-04 T T 12 9.00 [7 I I M-4x4 12 2 9.00 "Ell f 0 0 0 N o N /- 48 485 1 1 1-00 11-02-08 11-00 y ,<1.: PRO,rFss �<0 04G11\14;,5) WO w 2 cc' 870 2PE �1-` JOB NAME : RT ENGLISH STEP 5 P ,EX — Fl j Scale: 0.4131 N N INARNINOS: GENERAL NOTES, unless otherwise noted: s� Truss: F 1 t.Builder and erection oontrador should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 5- c‘'�•'d), OR E G N ti�Q<U� and Warnings before construction commences. building component,Appllcebillty of design parameters and proper 2.2x4 comproWon web bracing must be Metalled ere shown es Incorporation of component la the rosponstbggy of the building designer. )1,/ A 3,Additional temporary booing to Insure stability construction 2 Destgn assumes ms lop antl bottom chords to be laterally footed al O C A� '� Is the responelblety of the erector.AddMonal pe mint bracing of T e.e.end at 10'o.e.respectively unless braced throughout their length by C♦-1 DATE: 7/1/2016 me overall eructate is the responsibility ne continuous eheathing such as plywood aheatMng(TC)and/or drywell(BC), On A' HEY''''''. ivy of the b ng designer. 3.2x Impact bridging or lateral bracing required where shown t• V SEQ.: K213 3 0 3 5 4.No load should be applied to any component un0 eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should anyileads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design leads be applied to any component. I and are for dry eondlgon.or use. 5.CompuTrus has no control over and assumes no}esponstbttiy for the 8.Design assumes NA bearing at all suppose shown.Shim or wedge If EXPIRES:06/30/2017 fabdcesen,handling,shipment and Ineallaaen of tramponerds, necessary. .l p e.This design I.fumlehed subject to the limitations Wet forth by T.Pates iaawmebs atled on bdoth is provided. July 5 20 1 V y�d6.Plates coincide be located on both aces of truss,and placed so their anter Tp1M/fCA In BM,copies of whkh will be fumi upon request. Anes coincide with joint center linea. MiTek USA,tnc./CompuTrus Software 7.6,x(1 L)-E g,Diggs indices sire of plate In Inches. 1A For basic connector piste design values see ESR-1311,ESR-1588(MiTek) This desi PacificLgnumber prepareandd fromTruss-BC computer input by TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 TC: 2x4 KDDF #13BTR LOAD DUSPAIEN I24R0ASE C 1.15 2-3=(-575) 112 7-8=( -60) 83 2-7=( -38) 343 BC: 2x4 KDDF STANDR SPACED 24.0" O.C. 3-4=(-575) 131 7-3=( 0) 290 WEBS: 2x4 KDDF STAND; LOADING 4-5=( -9) 120 7-4=( -38) 388 2x6 KDDF #2 A 4-8=(-639) 232 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 670V -185/ 185H 4.00" 0.45 KDDF (1485) ** For hanger specs. - See approved plans 10'- 11.5" -78/ 67OV 0/ OH 4.00" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "On spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" 5-05-12 5-05-12 MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" 'r 0.058" 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" 12 I I M-4x4 9.00 77 Q 9.00 MAX HORI Z. LL DEFL = 0.008" @ 10'- 8.8" 4.0" MAX NORI Z. TL DEFL = 0.015" @ 10'- 8.8" 3 ,y_,/ ONDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3X9 r= Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by 0,000A � Project Engineer or qualified building designer for lateral load and lateral stabiity. <- �.11111.11111111..- 1 M-5 0 0 ti r+ ,y 0 A 0 I N N f ** M-1.5x3 M-1.5x3 a 6.00 6.00 I� 12 12 l Y l l l 1-01-08 5-05-12 5-05-12 1-01-08 �r�p PROpz y s y 10-11-o8 �Gj �tJGINE /C29 87022PE r- JOB NAME : RT ENGLISH STEP 5 ALEX - F2 scale, 0.3506 /jJ N [�� WARNINGS: GENERAL NOTES, unless Hhenise noted: -p ��� OREG N �O Oma+ 1.Balder and erection connador Mould be advised of all General Notes 1.Thle buidlripsign is compon based Applkaonly on Me r rameten parameters ovel end proper MdvlduN 1 /^� /� Truss: F2 aha Went g.hetet.conNNdbn commence0. Incorporation of dampened Is the reeponsiblity of the bulling designer. �l., $ v.-E R ` �� 2.4x4 compression web bracing must be installed where shown.. 2.Dsel9n assumes the lop end bottom chords to be laterally bared et O 3.Additional temporary bracing b Insure stability during construction T ossa and et 17 uses respectively unless braced Mroughod ihek Nn9m by S 1s me rosponsiblty of the erector.Additional permanent bracing of continuous sheathing such e.plywood s bracedg(TO)ender dryw.A(BC). A H[.� DATE: 7/1/2016 me overall structure i the responsibility of me bolding designer. 3.4e Impact bridging or lateral badng required where drown u 4.Na toed should be applied to any convened until after ell bradng end 4.Instillation of hues Is the responsibility of the napedNe contractor. REQ.: K2133036 fastenen.roaomplate end at no time shoudany loads greater tan s.D.Ngndoom..wnalan.mb.a»a n.ron�aaw..n.kanm.nt. Ossi9n dada be applied to any component. end aro for"dry fa bearing et nee. TRANS ID: LINK B.Dealgna..nrneefuAbeadg.teAeuppon.Nrown.snlrnarwdag.lf EXPIRES:06!30/2017 A Compnrrua has no control over and assumes no responsibility for ttre pep fabtMelbn,handlkg,ehipmenl and Insiallatlae of compenads. 7.Design assumes adequate dnmege N provided. I U Iy 5,2016 S.This design b furnished subled b the Ikneatlans sal faith by B.Plates shag be located on both laces of truss,end placed so Melt center TPIWfCA M SCSI.copies of which MN be furnished upon request. Ines coindds with lslt center Ines. 9.Digits Mdlcete size of plate in Inched MITek USA,Ino./CornpuTrus Software 7.6,7(1 L)-E II. For basic connector plate de.gn values see ESR-1311,EBR-t IBB(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" TC: 2x9 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1S BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 145 4-5=(-183) 188 9-1=(-457) 163 5-3=( -92) 375 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3=(-576) 164 5-6=( -57) 81 1-5=( -39) 345 3-6=(-457) 187 2x6 KDDF #2 A LOADING 5-2=( -6) 290 LL( 15.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 95.0 PSF 0'- 0.0" -75/ 495V -160/ 160H 9.00" 0.33 KDDF (1485) LL = 25 PSF Ground Snow (Pg) 10'- 11.5^ -75/ 995V 0/ ON 4.00^ 0.33 KDDF (1485) *• For hanger specs. - See approved plans LIM11ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.ecin g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.065" @ 8'- 0.4" Allowed = 0.386" MAX TC PANEL TL DEFL = 0.050" @ 2'- 11.1" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8^ 5-05-12 5-05-12 MAX HORI Z. TL DEFL = 0.015" @ 10'- 8.8" g ' 1' 712 II M-4x9 12 Design conforms to main windforce-resisting 9.00 I/ 9.00 system and components and cladding criteria. 4.0" Nind: mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II^ load duration factor=1.6, End s al(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. M-3x9 Lhh, M-3x4 1.0000.11hf 4i 5 x M-5x8 Q� -, 0 0 0 A .-tN o M-1.5x3 M-1.5x3 Me .Q 6.00 6.00 12 • 12 l y l 5-05-12 5-05-12 y p r 10-11-08 y Gj•`�G��G NRO�`ssi ,�� �N ER p2 `t87022PE Pr JOB NAME : RT ENGLISH STEP 5 PIJEX - F3 Scale: 0.3515 WARNINGS: GENERAL NOTES, unless otherwise rated: Truss: F 3 1.Guider end erection aentrador should be advise0of al General Nates 1.This design is based anty upon the parameters shown and is for an indiddual '? ..<)>.�OR EG O rte 4"N and Warnings before construction commences. ` building component.Applicability of design parameters and proper I,'' 2.204 compression web bracing must be installed s4rs shown., incorporation of component is the responsiblty of the building designer. A 3,Additional temporary bracing b Insure stability d ng construction 2.Design assumes the tap and bottom chordate be laterally bawd et Or, Mb E R '` is the responsibility of the eredor.Additional pe ant bracing or 2'o.c.and at ea o.c.rsash es*ewe unless braced throughout their length by Q C 17 DATE: 7/1/2016 the overalltlnator.Istharo stbl continusheathing such es ptyweoeuiredng(TC)esnordrywelBC. .Cl u ��P sport sty of ng designer. 43.,2a hoped bridgingethosor the Wirral bracing required where shown ( ) V A. H E SEQ.: K213 3 0 3 7 4.Na load should be applied N any component tnu er w bradng and 4,Installation of bins Is thresponsibility of the respective contractor, fasteners are complete end at no time should any ads greeter than 5.Design assumes trusses are N be used in a noncorrosive environment, TRANS ID: LINK design Nada be applied a any eernpanent and are for.dry condition.ofuse. 5.Commas.has no control over end assumes no leeponsibillty for the 6.Design assumes NI bearing at all supports shown,Shim or wedge if fabrication,handling,shipment and installation orpmponents. .......y. EX P I R ES:06/30/2017 El Ibis design Is furnished ambled rothe limitations a�etformby 9:PPlatesshan ebelout duonbethitaeslo truuesBandpNcedsotheircenter July 5,2016 TPI/WTGA In BEN,copies of anleh suit be fumlekdd upon request. lines colndde with pint center lines. MiTek USA Inc./COmpuTru6 Software 7.6,,x(1 L}E 9.Digits indicate faze of pets m inches. 10.For basis connector piste design values see ESR-1311,ESR-78e9(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 9WR/DOR/Cq=1.00 LUMBER SPECIFICATIONS BC: 2x4 ROOF BTR 1-2=( -9) 120 6-7=(-2244) 2272 6-2=( -961) 653 #1LOAD DURATIONINCREASE O = 1.15.C. 2-3=(-1752) 1397 7-8=(-2249) 2272 2-7=(-1599) 1854 WE: 2x4 ROOF STAND; SPACED 24..0"^ 0 3-4=(-1752) 1397 7-3=(-1018) 1266 WEBS: 2x4 ROOF STAND; LOADING 4-5=( -9) 120 7-4=(-1599) 1854 2x6 ROOF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -961) 653 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) 10'- 11.5" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. +0 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" 5-05-12 5-05-12 MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" 12 M-4x6 9.00 7 Q 9.00 MAX HORIZ. LL DEFL = 0.049" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" 3 f_,, II 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2r Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5r=i M-3x5 �� 4 2 7 Note: Legdown not checked for any lateral loads. -/ The design shall be reviewed and approved by �� M-SX8 Q� Project Engineer or qualified building designer 0 for lateral load and lateral stability. o I oI A o o ru N + AV,l. -i *« M-3x4 M-3x4 Q 6.00 6.00 12 12 l 1 1 l 1-01-08 5-05-12 5-05-12 1-01-08 Ep P R OFF y J `� 0NGINE� SS / 10-11-08 � hOp � 9 ct 87022PE r' JOB NAME : RT ENGLISH STEP 5 PLEX - FDRAG Scale: 0.3506 N (Ni WARNINGS: GENERAL NOTES, unless otherwise noted: t7 A� GREG N �O Ov I.Builder and erection contractor should be advised of al General Notes 1.Ibis design eg ggn Is based my upon the of Greedesigparameters rsshowan Is srfwar individual 7 h Truss: FDRAG and w.mingsemneomeamwmmenaee. b.orponlmnofcompon.mlathe responarolityofthe bandingdesigner. 'A `OBER 1� 2.254 compression web bracing must be installed where shown'. 2.Design assumes me lop and bottom chords to be laterally braced at O \� 3.Additional temporary bracing to insure stability darling ansructlon 7 o.c.and et rP o.c.respec5vely uMess braced throughout their length by S Is the responsibility of the erector.Additional permanent bracing of an9nuoue Mealhlrp auto ss plywood aheelhing(TC)aMnor drgn*eO). /q He- DATE: "{`'_.� DATE: 7/1/2016 me overall structure is the respnnabNry of be building designer. 3.2x impact bridging or lateral bracing required where ahowm.+ 4.No load should be applied to any component until after all bracing and 4.Installation of truss*the responsibility of the respedNe contractor. SEQ.: K2 13 3 O 3 H fasteners ere complete and at no time should any wads greater man 5.Design assumes busses are to be used Ina non-corrosive environment, design bads be applied to any component. and are for"dry full b ati or use. TRANS ID: LINK 6.Design assumes hibestingataft supports shown.shiestwedge It EXPIRES:06/30/2017 5.CompuTna hes no control over and aswmas no responsibility for the neaessry, fabrication,handling,shipment and Installation of components. 7.Deatgn assumes adequate drainage Is prodded. July 5,2016 6.This design Is famished wafted to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center TPI,WTCA in SCSI,espies of which MI be Nmlahed upon request. 9.Digits Indicate size of plate incenters coincide with joint inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For base connector plate design values see ESR.1311.ESR-1988(MMTek) This design prepared from computer input by Pacific Lumber and Truss-BC LIMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" TC: 2x9 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF2300 BC: 2x4 KDDF #1bBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-137) 977 6-3=(-196)6) 1 231 2x6 KDDF #16BTR B1 SPACED 24.0" O.C. 2-3=(-1322) 163 6-7=(-171) 1108 3-7=(-330) 186 WEBS: 2x9 KDDF STAND; 3-9=( -925) 152 7-8=( -55) 85 7-4=( -18) 691 LOADING 4-5=( -912) 198 7-5=( -64) 602 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 5-8=(-637) 178 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -172/ 1210V -130/ 177H 5.50" 1.94 BIDE ( 625) ADDL) BC CONC LL+DL= 599.0 LBS @ 2'- 3.5" 13'- 4.5" -92/ 668V 0/ OH 4.00" 0.45 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. approved plans SINGLE MEMBER AS SHOWN. BOTTM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 HANGERS ATTACHED TO BOTTOM CHORD WILL HAVE 1.5"MAX.NAIL PENETRATION. MAXMLL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,100" 7-10-12 MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" y 5-05-12 MAX TL CREEP DEFL = -0.041" @ 7'- 10.7" Allowed = 0.629" MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" 3-00-08 4-10-04 5-05-12 fMAX HORIZ. TL DEFL = 0.029" @ 13'- 1.7" 12 12 9.00 IM- x9 N9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 #� ' Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. M-3x4 The design shall be reviewed and approved by 3 - M-3X9 11111111110610414 Project Engineer or qualified building designer for lateral load and lateral stability. M-Sx8 1 i -, 0 o y o Alt1 4t 1110 N o .x4 M-7x8 M-1.5x3 Q 6.00 6.00 12 12 2-09 5-01-12 yy 5-05-12 l l y 1-00 7-10-12 5-00-04 0-05-08 � ,Q`�O P 1VF 9 y 13 o4-08 ��5 �i�GINE'cp cS/' , 870 2PE 9r' JOB NAME : RT ENGLISH STEP 5 PLEX - G1 Scale: 0.2839 '^ WARNINGS: GENERAL NOTES, unless othervAee noted: N 9N Truss• G 1 ScUdennd erection contractor should be ad sad of al General Nob; This design is bard only upon the parameters shown and b ler an Indvldual V. °G O R E G O /ry Q(/� and Warnings before consirudion commences. building component.Applicability of design parameters and proper ,(� 2.2a4 compression web bracing must be Installed Where shorn+. incorporation of component is IM responsibility of the building designer. "j� Mh 3.Additional temporary bracing to insure stability dy4ng construction 2.Design assumes me lop and bottom chords to be laterally braced al "�O "'4 E p '`� �N Is IM roeponslblgly of the erector.Additional pe nam bracing of 2 o.c.and at IP o.c.respectively unless braced throughout their length by a•s C{-1 DATE: 7/1/2016 the overall etruclure b the regansiblity of the bp�ding designer. 2x I m act sheathing gingor such as plywood required here s own•drywaA(BC). S ,a. �(�� 1.No baa should be applied b any con 3.2v Impact bridging or pfonl bndng required where Move+♦ A `` SEQ.: K213 3 0 3 9 component nnyaner all bracing and 4. en of truss ie the responsibility of respective contractor. fasteners an complete and at no time should a bD ads greater than 5.Designsign sesames trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. � and are for"dry condition"of use. 5.CampuTrue Ms no control over and assumes no sepnnsibllity for the 8.Design assumes NI bearing at eP supports shown.Shim or wedge If fabrication,handling,shipment and Installation of mponants. newesry. q EXPIRES:06/30/2017 8.Thls design b furnished subject to the limitations t forth by T.Design assumes adequate onbdoth la grossed. July 5,20 16 S.Plates anti he located on both faces of truss,and placed as flask center TPIM/fCA In SCSI,copes of which WA be furnidWd upon request. Anes coincide with joint center fins, MiTek USA Inc./CompUTrus Software 7.Qp(1 L)_E S.Diggs indicate size of plate m Inches. 10.For bask connector plate design values see ESR-13t 1,ESR-f 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2-( 0) 72 2-6=(-242) 596 3-6=(-218) 162 BC: 2x4 KDDF #16BTR LOAD DURATION I24R0ASE = 1.15 2-3=(-804) 164 6-7=(-277) 679 3-7=(-208) 196 BC: 2x4 KDDF S16NDR SPACED 24.0" O.C.#2 A 3-4=(-781) 186 7-8=( -56) 83 7-4=( -62) 959 2x6 KDDF # WEBS: 2x6 KDDF 2x6 LOADING 4-5=(-760) 191 7-5=( -64) 492 5-8=(-555) 201 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 745V -131/ 177H 5.50" 1.19 KDDF ( 625) OVERHANGS: 12.0" 0.0" 13'- 4.5" -92/ 590V 0/ OH 4.00" 0.40 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ONE. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629" f f MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" 2_09 5-01-12 . 5-05-12 of MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 12 12 I IM-4x4 9.00 7Q 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 h=22.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, RN Wind: 140 mph, pq (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer �� M-3x4 for lateral load and lateral stability. M-3x9 37 ' -/3* M-5x8 0 I 0 I o Al V ,T o 1 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 12 12 l l y1-00l 2-09 l 5-01-12 5-05-12 l ��ti GINE FFS s 13 04 os ,��� �N F,4 X29 87022PE I-- JOB 'JOB NAME : RT ENGLISH STEP 5 PLEX - G2 Scale: 0.3155 N ''Cl WARNINGS: OENERALNOTsb, unteupon the lso parameters -a7 -off, OREGON ,f3 Ali 1,Bolderand gsbeerection rcontractor once beadvised of al General Notes 1.ThisIn Is nen only upon the Inremehnsho10 and btoper Individual /A� i. E Truss: G2 and Warningsbefore web commences. WildIncorporation component.Ais lityth ofdesign hammier*and proper +� 2.DM compression Web bndnp must be Installed where Moven*. Incorporolbn,. 5108component la IM m chords to cite buiklingbra edadesigner. O 3.Additional temporabracing to insure stability during construction 2 Destpn assumes ms top and Ootlom ctroks to be latently braced at ^ �` temporary 2 a.c.and al ttl o.c.raepecesaly unless braced throughout their langur by J• Is the neponsldlly of 8w erecter.Additional permanent bracing of eonimuous sheathing such as plywood sheathing(TC)and/or drywaMBC). DATE: 7/1/2016 the overall structure is be responsblity of the building designer. 3.24 loped bridging or lateral bracing required where.noun* 4.No load should be applied to any component until ager an bracing end 4.Instenatkn of trues Is the responsibility of the reapenlce contractor. SEQ.: K213 3 0 4 0 faetenere aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonroomostve environment, compona and are for"dry condition'of use. TRANS I D: L INK dewan bade be angto led any M. 6.Design assumes fug bearing a1 all supports Mown.Shim or wedge II EXPIRES:06/30/2017 5.GomWTNa Ms no control over and aaeumas no roeponslblllly for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 5,2016 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be loccated on bothr lines. of truss,end placed so their center WJ TPTOA In SCSI,capes of which will be furnished upon request. 9.Digits indkate size of plata in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E to.For basic connector pate design values see EBR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 1- 2=( 0) 71 2- 6=(-399) 635 3- 6=(-266) 238 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-802) 158 6- 7=(-499) 711 3- 7=(-211) 195 2x6 KDDF #2 A LOADING 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 4- 5=(-559) 245 7- 5=(-357) 633 LL( 35.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-547) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29^OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 745V -114/ 228H 5.50" 1.19 KDDF ( 625) ALLFLAT TOP CHORD AREAS NOT SHEATHED 13'- 4.5" -92/ 589V 0/ OH 4.00" 0.40 KDDF (1485) - LIMI7�ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTT�M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** Fox hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-11 5-04-13 MAX LL DEFL = 0.026" @ 8'- 0.0" Allowed = 0.419" 'f IMAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-02-11 5-04-13 MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.7" f f MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.7" 12 9.00 M-4x6 M-3x4 Design conforms to main windforce-resisting �O 1111111111. 5 system and components and cladding criteria. 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. 11ofWind: The design shall be reviewed and approved by M-3x9 imp- t Project Engineer or qualified building designer 7 for lateral load and lateral stability. 11 M-5x10 0 At O M-3x4 M-5x6 M-1.5x3 ** L16.00 6.00 12 12 } 1 I 1 y 1-00 2-09 5-01-12 s-os-lz ����p PRp�Fss J. 13-04w08 y c?,5 NGINEWS' /p 870 2PE 9v' JOB NAME : RT ENGLISH STEP 5 PIEX - G3 • Scale: 0.3252 N N WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: ci G3 1.Budder and erection contractor shnuldbeadviseololenGeneral Notes I,This design isbased only upon the parameter.shown and lsroranindividual �Au, OREGO /cy'C) and Warnings before construction commences. building component.Applkabillty of design parameters and proper 2.2.4 compression web bracing must be Installed re shown.. Incorponan of component k the responsibility of the building designer. /� 3.Additional temporary bracing to insure stability ng construction 2 Design and et I'me top and bottom se.for to be laterally braced al �� F�C3 C p '` Ie the responsibility of the erector.Additional pe ent bracingf 2'o.c.and at 70'o.c.Sashc c plywoodly unless brand throughout their length OO C f1 DATE: 7/1/2016 0 continuous sheathing,such ae wig sheathing(TC)sen a dryw.A(ec Q P me overall structure la the to any responsibility of the b rig designer. J.2z Impact bridging or lateral 6radng required where shown.♦ A ``� SEQ.: K2 13 3 0 9 1 4.No bad should be appned to any component until fter all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any do greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design toedebeapplied to any component. and are for dryandsion•ofuse. 5.CompuTrus hes no control over and assumes no n°IMlny for the fl.Design assumes full bearing at all supports shown.Shim or wedge I/ fabrication,hentlnng,shipment and Installation of panente. ^°°°�°ry. EXPIRES:06/30/2017 8.This design la b Sr.limitation. forth subject by 7.Designassumes adequate drainage is provided July 5,206 B.Plates tes shall be b located on both faces of tons,and placed so their center TPVWTCA In SCSI,copies of which will be(misfiled upon request. Ines coincide vAlh joint center lino. MiTek USA,Inc./CompuTrus Software 7.6.(1L)-E 5.Digits bdlcsle size of plate In Inches. 10.For betas connector plate design values see ES12-1311,EBR4088(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=1 0) 72 2- 7=(-403) 660 3- 7=(-278) 240 # BC: 2x4 KDDF 1AB1R LOAD DUSPAIED I240"SE = 1.15 2- 3=(-802) 181 7- 8=(-453) 739 3- 8=(-180) 166 BC: 2x4 KDDF TANDR SPACED 24..0" O.C. 3- 4=1-806) 298 8- 9=(-119) 156 4- 8=( 0) 175 2x6 KDDF 92 A WEBS: 2x4 KDDF STAND; LOADING 9- 5=( 0) 0 8- 6=1-409) 675 LL( 25.0)4-01,( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-559) 287 6- 9=(-597) 337 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) --B- CING AT- ON. 0'- 0.0" -103/ 795V -119/ 229H 5.50" 1.19 KDDF ( 625) NOTE: 2T9 BRACING AT E4SOC UON. FOR13'- 4.5" -94/ 5B9V 0/ OH 4.00" 0.40 KEEP (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQITRD STORAGE DOCS 012 APPLY DUE TO THE BEANIAL __ ____ ___ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" "' For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 9-11-11 3-04-13 MAX LL DEFL = 0.032" @ 8'- 0.0" Allowed = 0.419" 4 1' 1 MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 MAX HORI Z. LL DEFL = -0.020" @ 13'- 1.7" ,f ,� MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 - Design conforms to main windforce-resisting '( 5 system and components and cladding criteria. 12 9.00 7 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 M-6 x9 End vertical(s) are exposed to wind, 6 -/ Truss designed for wind loads 0 in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. co I .-I M-3x4 �� .i 3 B 1"f M-5x10 I, 4 ri '4 /i M-1.5x3 o - 7 f i M-3x4 M-5x6 0 ,3 6.00 6.00 I , 12 12 l l l l y ��Ep PROFFS 1-00 2-09 5-01-12 5-05-12 y ��`�� C.NGINF�74 S/'c' 13-04-08 't" 87022PE r JOB NAME : RT ENGLISH STEP 5 PLEX - G4 Scale: 0.2728 N N A. WARNINGS: GENERAL NOTES, unless otherwise noted: ?;7_,,,N�. GREG N (�O 1.Builder end ancien oonn.trx should be advised of el General Notes 1.This Hg co p based opp cabn to o parameters showammeters and b reranerkMHWwI .O4 F R A �/\ cy TYllSS: G4 ant compreyawn,. on we bradngm e.mmstalle Nang co Applicability of design paof reuiM proper `• ` V 2.244 oompreeston web brodng must be teb9tyd where shown.. Design assumes o!component h the responsibilityrdto of the latently bre designer. O `a� 3.Addabnal tem bracing to insure stadia during construction z D.sign.ssum.a the top and bottom drone fo ba lateregy areae.t temporary r o.c.end al 1 O c.c.respectively alas braced throughout their length by A. FIE 9 is the responsibility of the erector.McNeal permanent bracing of continuous sheathing such as plywood sheathing(TC)andror dryw.e(gc). #4 FI DATE: 7/1/2 016 m.overall wn sure Is the responsibility of the building designer. 3.sir Impat bridging or lateral bredng ragwrod collars nova,+. 4.No bed should be applied to any component until after all brodng and 4.octal to of truss k the responsibility or the respedNe contractor.SEQ.: K213 3 0 9 2 listeners aro complete and at no time should any bads greater than 5.ledge assumes buss.•are b be used m e noneorroalve environment, design bads be.polled to any component. end are for^dry full be ri of as.. TRANS ID: LINK S.Design.••ame.hlbea""gate'wpp°nesh"w^Shim era.dgeif EXPIRES:06/30/2017 8.comWTrus has no control over and assumes no responsibility for neo fabrication,handling.ehipmenl and installation of components. 7.Design sca,mes adequate drainage Is provided. July 5,2016 e.This design is headed subject to the limitations set formby 8. atesshhcoin�halece with pde.bintife.sofbuss,and placed so their center TPNNfCA k SCSI,copies of Nlkh Nie be furnished upon request. IneB.Digits indicate size of plate in males. MiTek USA,Ino./CompuTrua Software 7.6.7(1L)-E Io.For basic connector plate design values see ESR.1311,ESR.Nue(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-387) 673 3- 7=(-289) 232 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-802) 199 7- 8=(-936) 753 3- 8=(-165) 150 WEBS: 2x4 KDDF STAND; 3- 9=(-806) 313 8- 9= 116 154 9- 8= 0) 175 2x6 KDDF #2 A I LOADING (- ) ( 4- 5=( 0) 0 8- 6=(-410) 705 LL( 2I.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-569) 295 6- 9=(-547) 400 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC UON. FOR 0'- 0.0" -119/ 745V -115/ 230H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -153/ 589V 0/ OH 4.00" 0.90 KDDF (1485) -------------- REQU2 EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTO$CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I2OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. M-1.5x9 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" vertical members (won). 11-11-11 1-04-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" f MAX LL DEFL = 0.038" @ 8'- 0.0" Allowed = 0.919" 2-09 5-00-11 4-02 1-04-13AMAX TL CREEP DEFL = -0.049" @ 8'- 0.0" Allowed = 0.629" f f f f MAX HORIZ. LL DEFL = -0.021" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.025" @ 13'- 1.7" 8-00 12 5 Design conforms to main windforce-resisting 9.00 17 � system and components and cladding criteria. .. For hanger specs. - See approved plans Wind: 140 mph, h=23.7ft, TCOL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-9x6 End vertical(s) are exposed to wind, Truss designed for wind loads IIIIIM-3x9 in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. 0 M-3x9414-04111 .:3�� 81 M-5x10 u' o .-trwA-Ce . 9 ', 7 o M-3x4 M-5x6 M-1,5x3 �� S .Q 6.00 II 6.00 t, 12 12 1-00 2-09 y 5-01-12 y 5405-12 y ..5c.. PROFfi, y 13-04-08 y ��5 �NGINEFR Sip2 87022PE 9r' JOB NAME : RT ENGLISH STEP 5 PLEX - G5 Av Scale: 0.2929 WARNINGS: GENERAL NOTES, unlessotherwiss noted: .�e s� Truss: G5 1.Budder and erection costarmshoudbeadvised ofalGeneral Notes 1.This design is based only upon the parameters shown and is for an individual 7 ��� OREGON (15' 4/ and Warnings before censtructbn commence.. building component Applicability of design parameters and proper 2.204 compression web brsdng mug be installed Where.brawn+. Incorporation of component N me responsibility of the building designer. 3,Additional temporary bracing to!metre stability during eonshucllon 2.Design assumes the to span bottom chorda to be throughout braced a 90,-, , Fine E a �' is the responsibility of the erector.Additional permanent bracing of 2'o.c.end.110'o.c. plywood unless braced ihrougn d/their length by DATE: 7/1/2016 the ecersn structure la the responsibility continuous eheatmnr such as required ing(TC)and/or drywad(BC). OS A' 1-10), � 8y of the baking designer. 3.1 Impact badging or lateral booing where shown+a SEQ.: K213 3 0 4 3 4.No bed should be applied to any component ung Wer all bracing and 4.Inaedatbn of truss Is the ro.ponslbdlty of the respective contractor, fasteners are complete and at no time should any Ileads greater than 5.Design assumes trusses are to be used inc non-corrosive environment, TRANS I D: LINK design loads be applied to any component. I and are for dry condition"of use. 5.CompuTrus has no control over and assumes no�Seponabimy forth, S.Design;mimes brit bearing al all supports shown.Shim or wedge if EXPIRES:06/30/2017 fabrication,handing,shipment and InstaUtion of components. ry' 6.This design is furnished subject to the limitation..et forth 8.Peagn a.wmeloaded located on drainage tens is groean d. July 5,20 6 TPLWICA in SCSI,copies of which WI be mmldnd upon request. 8.Noes coincies shall de with joint dente lllfmLs of trues,and pieced so their center Weft USA,Inc./CompuTrus Software 7.6,11114-E 9.Digits indicate alas of plate in inches. 10.For basic eonnedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9630) 732 1- 6=(-694) 3554 6- 2=( -902) 2816 4- 9=(-4788) 849 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WE: 2x8 KDDF STA3- 9=(-1560) 368 7- 8=(-240) 982 7- 3=( -190) 920 WEBS: 2x9 RODE STAND; ND; LOADING 2x8 RODE STAND A LL = 254- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF LL( 50.0)+DL( 20.0))=- GroundSnow (Pg)70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -258) 1512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+EL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 RIDE ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3OND. 2: Design checked for net(-7 psf) uplift et 24 "oc spacing. _.,r ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Attach 2 ply with 3"x.131 DIA GUNMAX LL DEFL = -0.038" @ 6'- 2.9" Allowed = 0.485" nails staggered: MAX TL CREEP DEFT. = -0.097" @ 6'- 2.4" Allowed= 0.727" A A 9" oc in 1 roweon HANGER TO APPLY CONC. s) throughout 2x4 top chords, MAX HORIZ. LL DEFT. = 0.007" @ 15'- 2.0" //yl`//y\ 9" oc in 2 row(s) throughout 2x8 bottom chords, LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.013" @ 15'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs.-00-11 3-04-13 5-06-08 1-05-09 2-01-09 Design conforms to main windforce-resisting 6-09-03 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 9.00 3 .M-8x8 M-1.5x3 load duration factor=1.6, 4 ,, End vertical(s) are exposed to wind, 41... 151611 .1Truss designed for wind loads in the plane of the truss only. M-3x6 ..::;,.kllIllil o 1 rn M-5x16 11141116166. 7 8 9 of 1 M-3x10 M-8x10 0 M-9x12 .M-4x9 J. 6-02-07 y 5-06-08 1-07 ***262090# 02-01-04 y .Sti��a P R OFFss ), 04GINFFR QO2 15-05-08 'CL.- 870 2PE 4,4 �r" JOB NAME : RT ENGLISH STEP 5 PLEX - GGIRD Scale: 0.2357 N ,N WARNINGS: GENERAL NOTES, unless on the otherwise noted: y SAT OREGO ,// 7, vN 1.Mulder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Moven and h bran individual A� '- E R + r V�/4 Truss: GGIRD and Wambps before coning ion commences. building component.A neat Is of design parameters end proper K/] ` V 2.ata compremion web bracing must be installed where shown+. Incorporation or component Is the responsibility of the building designer. P 3.Additional temporary bracing to Insure stab*during construction 2 Design assumes the top and respect bottom chords m d t roughoaterally traceatlength �.C1 lathe responsible),of the erector.Additional permanent braehg of commuo shZ o.c.end atetr amine such as Arwood sheathing(7G)andlor drywaA(BC). V A. H VR` DATE: 7/1/2016 the overall structure la the responsibility elide building designer. 3.28 Impact badging or lateral bracing required where shown•e SEQ.: K213 3 0 4 4 4.No load should be applied to any component until after an bracing end 4.mstaleBon of Wes is the responsibility or the resped)e contractor. fasteners are complete and at no time should any bads greeter than 5.Design stemmas trusses are to be used Ina nonconoshe environment, design bads be applied to any component. end are bt"dry coin bearing of use. TRANS ID: LINK B.Design assumes bibs•mgal•ANDD°a'•nown.Shimoteedgeh EXPIRES:06/30/2017 5.comp,Tra hes no contra over and Names no responsibility for the meow fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is prodded. July 5,2016 8.This design Is furnished abed to the limitations set forth by 8.Mates shall be baled on both feces of truss,and placed em melt center TPUWfOA In SCSI,copies of which WA be furnished upon request. ines coincide viith Joint center limo B.1Digits Indicate ere of piste in inches. MITek USA Inc.ICompuTrus Software 7.6.7(1 LSE 10.For basic connector plate design values see ESR-1311.ESR-1088(Ml1ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-04-08 TC: 2x4 KDDF #1bBTR I LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012) MAX=(-357 FORCES 2=) -11 10.90 2-3=(-1195) 306 6-7=(-357) 1631 2-7=( -131) 1069 BC: 2x6 KDDF #1&BTR WEBS: 2x4 KDDF STAND; 3-4=(-1221) 216 7-8=(-212) 1612 7-3=( -973) 220 2x4 KDDF #1&BTR A GrIuG 4-5=( -221) 252 7-8=(-212) 836 3-8=( -283) 1768 LL = 25 PSF Ground Snow (pg) 9-5=( 0) 0 TC UNIF LL( 9 .01+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=(--234) 342 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 14 .2)+DL( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 193 BC LATERAL SUPPORT <= 12"00. UON. LIM TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OCATIOG MAX VERT MAX TO2 SREQUIRED SPG AREA LOCATIONS REACTIONS REACTIIONS SIZE SQ.IN. (SPECIES) RE IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0,0" -303/ 2090V -169/ 334H 5.50" 3.34 KDDF ( 625) Single member as shown. 12'- 1.0" -400/ 2090V 0/ OH 5.50" 3.34 KDDF ( 625) BOT OM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Hangers attached to the bottom chord will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ei For hanger specs. - See approved plans ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing, I 4-09-15 3-08-03 3-08-03 0-03-12 ,r �� VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 f f MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.372" 12 MAX TL CREEP DEFL = -0.063" @ 4'- 3.2" Allowed = 0.558" 9.00 7 M-1.5x3 5 MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" l''',11 MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6', load duration factor=1.6, End vertical(s) are exposed to wind, �� Truss designed for wind loads in the plane of the truss only. 0 M-3X5 i z rn r Al V' OG1 AWN V ® p�nrl 1 1=_-' 6 � '7 -7 M-6x8 O M-5x10 M-3x6 =M-6x6 B y y 11 1 9-03-03 3-06-07 9-03-07 l l Q` O PROF 12-01 <� GINE Fs9� �c� �N E,p Y2 4t' 87022PE 9r" JOB NAME : RT ENGLISH STEP 5 PtEX - HGIRD Scale: 0.3131 WARNINGS: GENERAL NOTES, unleseotheretse noted: N >N Truss: HGIRD I.Builder and erection contractor should be advised of all General Notes 1.ml,design b based only upon the parameters shown and is ter an Individual 7�'�� OR EG N r, 4�� end Wemings before conebuctlon ummencea. building component,Applicability of design parameters and proper c^ 2.2s4 compreselon web bradng must be Installed ere Mown i. incorporation of component Is the reeponslbNtty of the building designer. 3.Additional temporary bating h Insure stability ng construction 2.Design aaeumes the lop and bottom darts to b•laterally braced al lb A(.48 Mb C n .\"1,, �� DATE: 7/1/2016 IS the responsibility or lh•erador.Additional pe nam bracing or Too.and at lP o.e.respectively unless braced throughout their length by OCf1 the overall structure h the responsibility of the tling designer. continuous sheathing such as plywood sheathing(TC)end/or drywal(SC). SI A SEQ^: K2133045 4.No load should be epplld to any oomponem u after al bracing and 4.Installation tbo(°trains 4:the rolywiMl required he respective mmractor. • l"''�-� fasteners are complete end at no time should aryl bads greater than 5.Design assumes hueses are to be used in a non-conoev environment, TRANS ID: LINK design loads be applied b anycomponent. and Cr.for"thy condition'.of use. 5.CompaTrus hes no control over end assumes no responsibility for the S.Design assume.full bearing at al supports crown.Shim or sedge If fabrication.handling,shipment and Installation components. ry. .l EXPIRES:06/30/2017 6.This design Is furnished sages to the limitations ttemt by 8.Design assumes adequate botdrah feces of prodded. an July 5r20 I6 TPWRCA in SCSI•copies of Mich ER be rum d upon request. 8.pies c inel be tented on beth(sees of intoe,and placed p their unlet P Q as. lnea ulndde with Joint center lines. MITek USA,Inc./CompuTrus Software 7.@,h(1 LEE B Digits indicate size of plate In inches. Is.For bask connector plate design value.see ESR-1311,E58.1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBERSPECIFICATIONS DUSPAN E'- 0.0" 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE9. " 0 = 1.15 2-3=(-84) 70 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 3-9=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 407V -23/ 72H 3.50" 0.65 ROOF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (005). OND. 2: Design checked for net(-7 psf) uplift at 24 o c spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 0* For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.998" 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" ,r MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X5 3 load duration factor=1.6, End vertical(,) are exposed to wind, Truss designed for wind loads 1< 111X in the plane of the truss only. M-1.5x4 :r:I Truss designed for 4x2 outlookers. 2x4 let-ins '�, o of the same size and grade as structural top I chord. Insure tight fit at each end of let-in. 2 M-3X5 ,Ni Outlookers must be cut with care and are permissible at inlet board areas only. lit rn I1 �� m 5 o M-3x4 M-1.5x3 l l l 5-08-04 0-03-12 l y V 1-00 6-00 ���<,. PRO firs, �NGINEFh' .2 ct' 87022PE 9I' JOB NAME : RT ENGLISH STEP 5 PLEX - I1 Scale: 0.5771 27 N GENERAL NOTES, unless otherwise noted: -a7 '.. 3.. OREGO OREGO f�0 vN 1.Builder upon the parameters shown and a for an Individual J 1.Butes ane proctors contractor should be advised of al General Notes I. bbuuilding component.based only of design parameters end proper .\\ P� Truss: I 1 end vaermnp.before construction commences. in incorporation of component Is me responsibility of the building designer, CO F4 E R iiir 2.2r4 compresslon web bracing must be installed where shown+. Z,Design mums Ihs top and hotlom chords Io be lalenly bead at E R 3.Additional temporary brsckp to Insure stability during construction T o.c.and sl IC,o.c.respectively unless braced throughout Nair length by S ^. r is the responsibility of me erector.Additional permanent bracing of continuous Wreathing such as Plywood sheathing(7G)and/or drywallBC). A �r DATE: 7/1/2016 me morel structure k the responsibility of the building designer. 3.2i Impact bridging or Mterel bracing required where Mown++ 4.No bad should be applied to any component until alar al bradng and 4.Inwlagan of truss Is the responsibility et the respective nonirector. REQ.: K2133046 fendersenarecompleteandatnolimeshouldanybadsgreaterthen 5.Design ssswnsslrvesssare blesussam•non-corrosiveenvronmant, and an for"dry condition'of use. TRANS I D: LINK assign bads be applied to any component. 8.Design assumes NI bearing at all supports shown.Shim or wedge II EXPIRES:06/30/2017 5.Compurrushas ndliding,aholoverandassumesnoresponsibilirybrthe necessary. July 5,2016 fabrication.hang,shipment and inM.lblbn of components. 7.Design assumes adequate drainage Is provided. 8.This design Is Nmished subject to the limitations sal forth by 8,Plats shall M lines. heated n both faces of truss,and placed co their center ith TPVNTCA h SCSI,copies of which will be NmMed upon request. lineen 9.Digits Indicate she or plete In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For bask connector plate design values see ESR-1311,ESR-1088(MNTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-89) 70 LOADING 3-9=( -7) 3 TC LATERAL SUPPORT <= 12"OC. EON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POP BEARING MAX VERT MAX HORZBEG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0^ TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -45/ 907V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0,0" -92/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) *' For hanger specs. - See approved plans LMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Rt QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 ^oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002^ @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" ' 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.498" f T T 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 4.00 D - MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" Design conforms to main windforce-resistingsystem and components and cladding criteria. M-1.5x3 9 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N I mO I N in 2 N AA M 1 I�741 { O o 5 M-3x4 M-1.5x3 ), l ). I5-08-04 0-03-12 l , 1 1-00 6-00 ��Q;ED P R pFFsd' C?.5 ��.1GINt �O k, 'j' 4 ' 870 2PE 9r JOB NAME : RT ENGLISH STEP 5 P$,EX - I2 Scale: 0.5771 N WARNINGS: GENERALNOTEB, uMassetherwiwnoted: yN Truss: 12 1.Builder and erection contractor should be advise4l of al General Notes 1.This design is based only upon the parameters shown end is for an individual -'ox OR EG O �rt,F)OAC// and Warnings before construction commences. building component.Applicability of design parameters and proper 2.1x0 compression nab bracing must be matalb4 ,e shown�, incorporation of component Is the responsibility of the building designer. �S A 3.Additional temporary bracing to Insure stability ring construction 2.Design assumes the tap and bottom chords b M laterally bead et �j ` w`1_ k the responsibility of the erector.Additional pe nem bracing of 7 o.c.and at 10'o.e.roepedNety unless braced throughout their length by E f-1 DATE: 7/1/2016 the overall structure b the responsibility et the Ing designer. NaImpact continuous sheathing ginget each es plywood sheathing(TC)5 andlor tlrywaN(BC). SEQ.: K2 13 3 0 4 7 4.No bad should be applied to any component u after all bracing and 4.MNalawtionoftrtr a i.the resppeenssibili requiredy the,raspeg respective comradpr. S q `-{E.�N•P fasteners are complete and at no time should a bads greater than 5.Design assumes trusses am to be used Sr a non•corrosrve environment, TRANS I D: LINK design loads be applied to any component and meter"dry condition"of use. 5.CompuTnrs has no control over and mum.,*responsibility forme. N.Design assumes full bearing at all supports Moven.Shim or wedge g fabrication,handling,shipment and Installation a components. ,.o.ugassumes adequate drainage is provided. EXPIRES:06/30/2017 S.This design is furnished subject to the limitation'lett forth by S.plates shaft be bated on both faces of truss,and placed Se their center July 5,20 s TPW'v1CA In SCSI,copies of which MN be lambed upon request. Anes coincide with Joint canis lines. MiTek USA,Inc./CompuTrus Software 7.11;7(114-E9.Digits indicate size of plata In inches. 10.For basic connector plate design values sea ESR•1311,ESR-1Bsa(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 37 2-5=(-31) 34 3-5=(-175) 115 TC: 2x4 KDDF #1&BTR LOAD DUSPTIED I24R0"SE = 1.15 2_3=(-71) 49 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3_q=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -94/ 366V -19/ 60H 3.50" 0.59 KDDF ( 625) LL = 25 PIE Ground Snow (Pg)OVERHANGS: 12.0" 0.0" 5'- 0.0" -35/ 225V 0/ OH 5.50" 0.36 REEF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " For hanger specs. - See approved plans REQUIREMENTS OF DEC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.036" @ 2'- 7.5" Allowed = 0.262" MAX TC PANEL TL DEFL = -0.097" @ 2'- 5.6" Allowed = 0.393" 4-08-04 0-03-12 'f MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 12 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads gin the plane of the truss only. ti I .-I ti 2 m 10111111111111111111111113 5 I leMft M-3x9 o M-1.5x3 1 1 1 4-08-04 0-03-12 1 1 1 1-00 5-00 <C,.c,Ep PR0Fer. �NGINEFR s/O2 �c .... 9 87022PE C' JOB NAME : RT ENGLISH STEP 5 PLEX - I3 Scale: 0.5900 N N WARNINGS: GENERAL NOTES, unlawdherwlae noted: Com' T pREG N "V6a'V/V I.Builder and s before colds dor on co be advised of al General Notes I. building compo eM.Applkab4By of design parameters and aper individual -�-pc z+,.. .***1 ER 1'� \O Truss: I 3 and Warnings on oe bnatadme commences. Incorporation of component Is me aspon+Mlfty of me building designer.g.2x4 compression web bndng must be installed where shown.. 2.Design assumes the top and boftom chords to be laterally baud at O \'� 3.Additional temporary bracing insure stability during construction o.c.and at 10 Ac.respectively unless braced throughout their length by S Is the responsibility of IM erector.Additional permanent bracing of continuous sheathing such as plywood sheathing/7C)and/or drywa8(BC). A, Her. DATE: 7/1/2016 the overall siacture Is the respoesblily of the Wetting designer. 3.2s Impact bridging or lateral bracing required where shown,. S E K213 3 0 4 8 4.No load should be applied to any component until after all baring and 4.Installation of buss Is the responsibility ap of the reedwa contractor. Q•• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. end ere for"dry condition"of use. TRANS ID: LINK 8.Design assumes 501bearing atalsupports shown.Shim onwedge it EXPIRES:06/30/2017 5.compuThus has no control end Domes no reapoeiminy Tor me nate fabrication,hendmg,shipment end Inaseadon of eomponente. 7.Design ssumes adequate drainage is prodded. July 5,20166.This design Is furnished eub)ed to the limitations set forth by B.Plates shag be located on both faces of truss,and plawd so their center TPUWTCA in BCSI,copies of which will be furnished upon request. coincidelines Jointlines. 9.Digits indicate size of pieta in Itichea. MITek USA,Ina/CompuTrus Software 7.6.7(1L)-E 18.For bark connector plate design wlues see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 10-11-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-34) 37 4-5=(-60) 255 1-4=( -66) 30 2-6=)-371) 68 BC: 2x6 KDDF #1&BTR 2-3=(-34) 37 5-6=(-60) 255 4-2= 371 69 6-3= -66) 30 WEBS: 2x9 KDDF STAND LOADING ( ) ( 5-2=( -92) 383 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( $0.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 1 2.0)+DL( 109.6)= 221.6 PLF 0'- 0.0" TO 9'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 583V -60/ 60H 5.50" 0.93 ROOF ( 625) LIZOITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0^ -88/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BZTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP A BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0OND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ 2'- 0.0^ Allowed = 0.103" 2-00 2-00 MAX TL CREEP DEFL = -0.009" @ 2'- 0.0" Allowed = 0.154" T 4 ' I MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" M-1.5x3 M-3x$ M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" f 1 2 3 Design conforms to main windforce-resisting II - }- II I system and components and cladding criteria. II - 11 Wind: 140 mph, h=20.lft, TCDL=6.0,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, o Po Truss designed for wind loads ,� I in the plane of the truss only. 0 o N ot =,..,... 7/ 4>-l. S 6 M-3x4 M-1.5k3 M-3x4 1 1 1 2-00 2-00 1 4-00 (SO PROk.er, w 2 `�' 870 2PE r 9� JOB NAME : RT ENGLISH STEP 5 PjJEX - IGIRD , Scale: 0.7317CV '^ WARNINGS: GENERAL NOTES, unless otherwise rated: 5 Ntn / T`+ Av 1.Budder and eredbn contndor Mould be advi d or ad General Notes 1.This design Is based only upon the parameters Moven and le for an individual -Ss �j„ OREGON tip Oil./ Truss: IGIRD pone pp by of design parameters and proper end Waminpa before conNnadlon commerwew budding corpo com M.A babe 2,2z4 compression web bracing must be inelagedhahere shown*. Incorporation o!component N the responsibility or Me budding designer. r �A I 3.Additional temporary bracing b Insure stability rang construction 2.Design"sum**the lop and bottom chords to be labrogy bawd at �O 'V/�E� 1 �� Is the reeporMNAty of the erector.Additional pit anent bracing of 7 o.c.and N 1O o.e.respectively unless braced throughout their length by c1 DATE: 7/1/2016 the ovens structure le the roeponstbdity or the aloe designer. continued;sheathing such..plywood Maaming(TC)endror dryeag(BC). U /I u��N 3.In Impact bridging or Went bracing required atwhore Moven.a• Al HE- DATE: SEQ. : K213 3 0 4 9 4.No bad should be applied to any component A eller all bracing and 4.Installation of trues is me responsibility of the respective contractor. fatenets ere complete and at no time Mould loads greeter then 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied to any component i and are kr'dry condition'of use. 5.Campania has no control ever and assumes a responsibility for the S.Design assumes full bearing at all support.shown.Shim or wedge if EXPIRES:06/30/2017 hbnhandling,ntlling,shipment and mstelMHon f components. necessary. 7.O.This design b furnished eub)ed to the dmitaeo t fort by S.Plaessshad be assumes buateduon both faces of ate drainage is ree.,and placed so their anter July 5,20 s TPUWrCA in SCSI,copies of which will be bridled upon request. linea coincide with joint center linea. 9.Digits Indlale size of pleb In inches. MITek USA,Inc./CompuTrus Software 74.7(1L}E 10.For basic connector pleb design values see ESR-1311,ESR-19191(MITek) ) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 POE 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 24V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2, Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" T MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 0 in the plane of the truss only. o oI 0 o m 9-111.1.111111.10 M-3x4 ), l l 1-00 2-03-08 'PROVIDE FULL BEARING;Jts:2,4,3 �,s. .,NGiN FSS/0 2 �w 870 2PE 1- JOB NAME : RT ENGLISH STEP 5 PLEX - IJ1 Scale: 0.6696 ,^ CV WARNINGS: GENERAL NOTES, unless otherwise noted: Nc‘ / � NO 1.Bolder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual -q 'oj, OREGON , '(1 Truss: IJ1 and Warnings before construction commences. building component.Applk°bllity of design parameters and proper M 2.2x4 compression web bowing must be Installed where shown«, Incorporation of component k the roeponstbgity of the building designer. " Q �'18 l� 1� �� 3.Additional temporary bracing to Insure stability during construction 2 Design eesuma.Ihs lop and bottom chorda to be laterally braced al 1.0 O {'l is the ro nsiblXty of the erector.Additional M bracing of 7 o.a.and at 7O e.c.re.pectNety uMesa braced throughout their length by apo germane 20Imp continuous sheathing such as plywood ng(TC)and/or drywall(BC). A' He eX. � DATE: 7/1/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• T� SEQ.: K2133050 4.No load should be applied to any component until after all bracing and 4.Installation of trussII•.the .r ask be�responsibility of sed the respective enp non-corrosive oonvdar. fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design lo°dsbe applied toany component. 6.Dnment, °tl°f°ler•dry mlhesdolueo.support. u 5.CompuTrusMsnocontrol over and assumes noresponsibility forthe Be lin sedrre° '�' pp° °°' EXPIRES:06/30/2017 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. July 5,2016 8.This design b furnished subject to the limitations set forth by B.Plates shah be located on both faces of truss,and pieced°o their center TPIM/fCA in BC51,copies of which nil be furnished upon request. Anes colndde with joint center lines. g.Digits indbete sin of pieta In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-7317.ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 71 2-4=(0) 0 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. 141) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • TOTAL LOAD = 95.0 PSF 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T 1' MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 9.00 MAX HORIZ. TL DEFL = -0,000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, /M-3x4 Truss designed for wind loads in the plane of the truss only, 0 0 ti o I l ji l 1-00 2-00 IPROVIDE FULL BEARINGIJts:2,4,3 J (c.c\Ep P R 0FFssi �‹� 0NGIN ErR 0 .c• 87022PE -r„ JOB NAME : RT ENGLISH STEP 5 PLEX - ISJ1 Scale: 0.6696 'a� WARNINGS: GENERAL NOTES, unless otherwbe noted: N y� Truss: ISJ1 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon Sr.parameters shown end is for an individual ' 4:>, OR EG N tie Q�N and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed L••ere shovel 4. Incorporation of component b the responsibility of the building designer. 3,Additional temporary bracing to Insure stability yfing construction 2 Design assumes the lop orb bottom Malls to be lateraly bead at �� �Mh C •`� �..,1 Ie the responsibility of the erector.Additional p nem bracing of T o.c.and at 10'o.c.respectively unties braced throughout their length by O C t,` DATE: 7/1/2016 the overall structure is the responsibility of the ding designer. continuous sheathing such as plywood Meething(TC)and/or drywel(BC). S1 u r�NT- 4.Nabad shouts be applied3.2e Impact badging or lateral brewing required where Mown♦♦ !l G SEQ.: K213 3 0 5 2 to any component u I alter a0 bracing and 4.Instalatbn of truss la the responsibility of the respective contractor, fasteners ere compete and at no time should a loads greeter than 5.Design assumes trioses ere to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry nsndhinn'at us.. 5.CompuTnn has no control over and assumes n responsibility for the B Da egnn assumes hA bearing at al supports mown.Shim or wedge If fabrication,handling,shipment and installation components. ry �7 .r EXPIRES:06/30/2017 6.This design Is furnished subject b the limitatb set forth by 7.Design assumes adequate both drafade is provided.,,.,,eJ U Iy 5,2�16 TPL NTCA bSCSI,copse of which 141 ben ed B.Platen Mel be bated on both faces M Inds,and placed so their anter ml�h upon request. Anes coincide with Joint anter lines. MiTek USA,Inc./CompUTms Software 7.�.7(1L}E B.Digits indicate sire of plate In Inches. 10.For basic connector plate design values see ES14-731 1,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. 1 TC: 2x9 KDDF 01a.BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 816:BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 45.0 PSF load duration factor=l.6, TOTAL LOAD = 45.0 PSF End verticals) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-04-08 4-04-08 f T T 12 12 IIM-4x4 Q 9.00 9.00 2 f 0 o '- I 1 O O I I ti 5 4 l 8-09 y 1-00 y <,.00 PROFFss 1-00 '��� tC A GINE FR 129 �• 87022PE I" JOB NAME : RT ENGLISH STEP 5 PLEX - L1 Scale: 0.4760 N� N WARNINGS: G.this design is NOTES, urian otherwise meter -i'7 nor OREGON rs '�/ 1.Builder and erection conhador Mouth be advised of all General Notes 1.ThIa eeslgn Ice boast only upon the parameters shown and Is rot an individual /� ���ES 1� �Q Truss: L 1 ane We anpa before construction commences. building component.Approvallryh of deegn pay of the and proper 2.2a4 compression web bracing must be Installed Mere shown+, Design assumes athe top component lathe m chords ho responsibility of me al y bra designer. 3.Addabnel temporary bracing w insure stability during construction 2 Design and at 13 the tap and bottom ess bra o be rougho braced at O.9 `\ le the responsiNIty of the erector.Additional permanent bracing of Y continuous and at ea c.ohin respectively as ply ood s bead(TC)an/their IanpM by ,a' f Q` contlnuow ahealhing such as plywood sheathing(TC)and/or drywal(BC). /G� ` DATE: 7/1/2016 me overall structure Is the responsibility of me Wading designer. a 2s Impact bridging or lateral bracing required where shown++ SE 4.No wad snood be applied to any component until ager an bracing and 4,lostaiatwn of truss Is the responsibility of the respective eontraoM. Q•• K213 3 0 5 3 fasteners are complete and at no lima should any loam greater than 5.ledge assumes rams are to be used Ina noncorrosive environment, cosign loads be applied to any component. ane are forutryNilbe condition"el use. TRANS ID: LINK 8.DeAgnessumeaNIbeaNpalassxppoNshown.Shim orcadgel! EXPIRES:06/30/2017 5.CompuTrus n.s no control over end assumes no responNbNty for the nec rabrlceten,handling.shipment and instal etwn of components. 7.Design assumes adequate drainage N provided. July 5,2016 8.This design Is furnished subject to the limitations set forth by 8.Mates shag be located on both faces of truss,end placed so their center TPVWfCA In SCSI,copies of wtdch WI be furnished upon request. 9.linesDigitcoincide with size)aint mMer lines. t plate in Inches. MITek USA,Inc../CompuTrus Software 7.6.7)1L)-E 10.For best connector piste design values sea ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2216) 318 4-5=(-1956) 2026 4-1=(-2220) 296 5-3=( =666) 2358 BC: 2x6 KDDF #1fieTR 2-3=(-2216) 318 5-6=(-1956) 2026 1-5=( -666) 2358 3-6=(-2220) 296 WEBS: 2x4 RIDE STAND LOADING LL = 25 PSF Ground Snow (Pg) 5-2=( -292) 1832 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 5 .0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 29 .9)+DL( 252.7)- 543.6 PLF 0'- 0.0" TO 8'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) --',- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOT"OM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP XX 9" oc in 1 row(s) throughout 209 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "Cc spacin . 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 rew(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = 0.036" @ 2'- 5.3" Allowed = 0.316" MAX TC PANEL TL DEFL = -0.022" @ 6'- 5.5" Allowed = 0.974" 4-09-08 4-04-08 T f f MAX HORIZ. LL DEFL = 0.004" 0 8'- 7.3" 12 _ 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.3" 9.00 p M-4xifi 9.00 4.0. ICOND. 3: 2000.00 LBS SEISMIC LOAD. 2 PliAn. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6r 3• End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 10.401110111111111111111111411 1 iiiiiii...... iiiilo 111=IIIIIIIIIIIIIIIIIh,_ Cl.ii ......111111111111111111M1 1 4 5 �_6 M-3x8 M-7x8 M-3x8 J• y y 4-09-08 4-09-08 J• 8-09 ..\<<- � 5 V PROFFS �,. GINEFR s/0 �' 87022PE 9� JOB NAME : RT ENGLISH STEP 5 P3EX - LGIRD Scale: 0.9906 '^ WARNINGS: GENERAL NOTES, unless otherwise noted: 57 y Truss: LGIRD 1.BoUderand erodbncoMrocto!should beadvlMlloreAGeneral Notes 1.Thisdestgnisbesstlonlyupon the paramelenshown and is for anIMIVItlua1 x .. GREG N ��4<<I� and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression Web bracing must be installed ere Mown,. Incorporation of component Is the responsibility of the building designer. [� A 3.Additional temporary bracing m insure stability construction 2.Design assumes me top and bottom chords to be laterally braced at ° `/I/f is E F] '\\ DATE: 7/1/2016 Is the re•poroldlty o!the erector.Additional pe nem bracing or To.c.and at/0'o.c.nepedNely unless braced throughout Brehlength by C♦-1 -` me overall structure Is me respondbllAy of the ng designer, continuous sheathing sucor h as plywood meed where and/or tlryWaA(BC). S •s• HEN; 4.Na bad should be applied to any component u after all bredng end 4.I3.Innstalationct offtrusn s is the relsponsibiity of the reapedNe contractor. /y �.C s SEQ.: K2133054 fasteners are complete end at no Ben.should badster than 6.Design gra assumes trusses sof to be used m a hroncorrosNa environment, TRANS ID: LINK design Reds beapplied toany component. .rmare for"dry eonaniw•oruse. 8.CompuTrua has no control over and assumes rrosponalMlBy forme 8.Designessumes NA bearing at all supports Mown.Shim or wedge II EXPIRES:06/30/2017 fabrication,handling,shipment end bstalleBon components. ry' 8.This design Is Nmished aided to the limitations t forth by 8.Design assumes adequate both drainage m provided. July 5,20 6 TPW6TDA in BGSI,co 8.Plates lad be Reeled on bom faces Ohm,and plead co their center pies-of which dB be Nml/hed upon request. Res coincide v4ih Joint center lines. MiTek USA,Inc./CompuTfUe Software 7.817(1L)-E 9.Digits indicate ads of plate in Inches, 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 9'- 8.0" OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 RODE #14BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #148TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=22.9ft, TCDL=6.0r BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 45.0 PIP End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP N-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 T 4 T 1212 IIM-9x9 12.00 F77 a 12.00 AN IN r M M O O 1 � I : /- II 5 -/4 ok-e J' 1-00 l 9-08 1-00 y �S4.(, Efsssio Ct. 87022PE r JOB NAME : RT ENGLISH STEP 5 PLEX - N1 Scale: 0.3898 N WARNINGS: GENERAL NOTES, udees otherwise noted: -t1 �A� OREGO I. I i.and Warnings ann before contractor Mount be advised of ell Gamral Notes 1,Thte building so p ne only upon the parameters parameters Mevn end b lop an IMlVldual 7 y� � �E R �� TTuSS' N1 and mpreesbarw.enn cingmwmmenoe.. buildingcomponent.Appikabilityth ofdesign yoftandpaper //U ].Dt4 compreaston web bracing must he installed where shown.. bcoign in on a component is the m chords responsibility of the building ed at r. 3.Additional temporary brachp to Insure stability during construction z Design..sumo the top and bottom Morse b be laterally braced etby 0S ` k 8w roapomlbBly of the erector.Addlbml permanent bracing of T oat.and al ea o.c.such as sty uniew brscotl(TC)an/chair el(B). r' Com\ contlnuaw Meaming tach as ptywootl Msatldng(TC)and/or tlryWal(BC). H DATE: 7/1/2016 the overall structure I the responarollty of the building designer. 3.a Impact bridging or lateral bracing required where shown.. SEQ.: K213 3 0 5 5 4.No bad should ba applied b any component until after all bracing and 4.Mehlat05 of truss la the rasponlbilky of the rsspedNe contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses aro to be used Ina nonconesha environment, designbeds be applied to any tamponed. and are ler"dry condition"of use. TRANS ID: LINKB. eslgnasswoes NIbeadngatansuppedsshown.Shen orwedge if EXPIRES:06/30/2017 5.CompuTrus Ms no control over and nwnroa no responsibility for Me neceµery, fabrication.handling,Mlpment and bstellation of components. 7.Design assumes adequate drainage is provided. July 5,2016 8.Tills design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of trues,and placed so their center TPWJfCA In SCSI,wales of which will be furnished upon request. Anes coincide vath Mint 9.Digits Indicate Yrs of plate nrholies. MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For bank connector pieta design values we ENR-7311,ESR-1988(IMTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-259) 228 2-6=(-578) 172 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 LOADING 3-9=(-417) 112 7-3=( -30) 194 4'S=( -6) 163 7-9=( -70) 277 TC LATERAL SUPPORT <= 12"OC. VON. LL( 05.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8-9=(-578) 218 OVERHANGS: 15.0" 15.0" TOTAL LOAD = 45.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 630V -217/ 217H 2.50" 1.01 KDDF ( 625) ** For hanger specs. - See approved plans LIM ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 KDDF ( 625) REQ1 REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOT M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" 9-07 4-07 MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" f fI f MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" 12 12 MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12.00 V M-9x6 N 12.00 4.0" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" 3 MAX HORIZ. TL DEFL = 0.009" @ 8'- 11.5" Vq Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 2 ���` 4111 7 III o IIIIIIIIIIIIIIIIIIIM M-5x8 rn N 1o O N I N o f- lit N M-61*.Sx3 -/ M-1,S5t3 ,f1 6.00 6.00 2 12 12 l ), y y l 1-03 4-07 4-07 1-03 y 9 oz y �•� .p P R OFFS r�5� �NGINEF44 `vo_ ,c, 2 `k' 870 2PE �< JOB NAME : RT ENGLISH STEP 5 PI4EX - N2 • Scale: 0.3279 N WARNINGS: b GENERAL NOTES, unless ofherwbe noted: 1N Truss: N2 1.Builder and erection contractor should be advised f a1 General Notes i.This design is based only upon the parameters shown and Is for an Individual �A��R EG O �ry O"" end Warnings before construction nommence.. bWMing component.Applicability of design parameters and proper 7,.(r` 2.2.4 compreWon cab bradng must be installed re shown*. incorporation of component Is the responsibility of the building designer. A 3.Additional temporary bracing to Insure stability d construction 2.Design assume.the top and bottom chortle to be laterally braced at �O MQ R •\♦ �� DATE: 7/1/2016 Is the responsibility of the erector.Additional perre nem bracing of 7 o.c,and at 10 on,respectNely unless braced throughout their length by the overall structure Is the rosponsibAny of the fou IN designer. continuous sheathing such as plywood sheelhing(TG)and/or drywal(Bc). SEQ.: K2 13 3 0 5 6 4.No road should be applied to any component unit iter a8 bradng and 4.Installation Impact obf truss Is the refµwrolblity o(the eap.GN.contractor. �� fasteners are complete and at no time should any ds greater than 5.Design assumes husses are to be used m a non.onesN.environment TRANS I D: LINK design bads be appled to any component. and are for'dry condition.of use. 5.compuTrus hes no control over and assumes n sponalbillty forme 6.Design assumes m1 bearing al al supports shown.Shim or wedge If • fabrication,handling,chime.and lnstalhlon of porthole. ,.peug�ssumes aadequate drainage N provided. EXPIRES:06/30/2017 8.This design is furnished subject to the limitations forth by 8.Plates shalt be located on both faces of truss,and placed so their center July 5,20 s TR/ARCA In SCSI,copies of which nil be fun d upon request. lines coincide 04th Jomt center lines. MI7ek USA Ino/CompuTrus Software 7.6.71 L}E 0.Digits radiate size of plata In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR LOAD DUSPTIED I2CR0ASE = 1.15 1-2=(-397) 115 4-5=(-214) 188 1-4=(-362) 141 5-3=( -43) 258 SPACED 24.0" O.C. 2-3=(-915) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=(-362) BC: 2x4 KDDF STANDR 169 5-2=( -26) 184 WEBS: 2x9 KDDF STAND LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD = 45.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 2.0" -64/ 913V -180/ 180H 2.50" 0.66 KDDF ( 625) qr_ 2.0" -64/ 913V 0/ OH 2.50" 0.66 ROOF ( 625) Ce For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL uplift p at 29 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 4'- 7.0" Allowed = 0.938" MAX TC PANEL LL DEFL = 0.194" @ 6'- 7.5" Allowed = 0.376" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" MAX HORIZ. TL DEFL = 0.008" @ 8'- 11.5" 4-07 4-07 Design conforms to main windforce-resisting f fsystem and components and cladding criteria. 12 12 M-4x6 Wind; 190 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 71 12.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 4.0" load duration factor=1.6, li End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 10=4M-3x4 1 � f e0 5 11 M-5x8 rn o o 1 1 I (,) N 0 1 1 N N 1g * M--`1:5x3 m-1."-x3 , 6.00 6.00 12 12 y y ���0) PR OFFss 4-07 4-07 y y NCP NGINES. /0 902 wC� di? * 17 4' 87022PE r JOB NAME : RT ENGLISH STEP 5 PLEX - N3 Scale: 0.32815. NIN N WARNINGS: GENERAL NOTES, uNessolhenslee noted: -p' -off, OREG N c 4w 1.Budder and erection contndor nes be ncelsed of a1 General Nodes 1•bbtildinng decomponen Apnppllkablllly the sign arrameeter and is individual /.s ',1,4 ....4/A Truss: N3 and Warnings before construction commences. mcorpor8on of component Is the nepondbAdy s/the bulking designer. ` j� 2.2r4 compression web bredng must be installed where shown.. 2.Design wanes the top and bottom chords to be laterally bndd at O.Cl \`' S.Additional re.l smporory bracing to r.Ad lssnatstability dump construction 2 o.e.and et 10'o.e.reonh cc plywood unless braced throughout Mdr ee(ih by V A• {;{�` Is the responsiddy(tithe erector.Addthonal permanent bracing of continuous dnstNng such as plywood eheathIng(TC)and/or drywa l(BC). e DATE: 7/1/2016 the overall structure Is the responsibility of the building designer. A 24 Impact brldgb,g or lateral bracing required when shown.+ 4.No bWould tAd be applied to any component until a8 NI bracing end 4.Installation of truss Is the reepondbly of the respedNe contractor. SEQ.: K2133057 fadenenereeoml*teand at no timedwwdanybadsgreaterman 6.Design.seumeew.»..rbbeusedin.non-corrosiveendonm.N. design beds be applied to. component. end are for'dry condition.of uee. TRANS ID: LINK 8.Desgnassumes feabeeangateMsupports shown.Sh'merwedgeIf EXPIRES:06/30/2017 A CompuTnr has no control over and mistimes no responslmlity for me nese fabrication,handling,shipment and Installation of components. 7.Design ceaumes adequate drainage is prodded. July 5,2016 8.This design is furnished sub)ed to the limitations set forth by 8.Retell shall be boated on both feces of truss,and placed eo their center TP WITCA in SCSI,copies of which WA be furnished upon request. 9.Diels Indicate size of pines coincide with joint ate center inches. ., MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For bask connector plate design values see ESR-131I,ESR-1988(MITell) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7- ) =(- ) BC: 2x4 KDDF #1IBTR SPACED 24.0" O.C. -(-2256 2253 2-7- 1479 851 WEBS: 2x4 KDDF STAND 2-3=(-1571) 1353 7-8=(-2256) 2253 2-7=(-1975) 1623 3-4=(-1571) 1353 7-3=( -982) 1132 LOADING 4-5=( -6) 163 7-4=(-1475) 1623 TC LATERAL SUPPORT <= 12"OC. UON. LL( 29.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-1069) 851 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI" TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I OVERHANGS: 15.0" 15.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 625) 9'- 2.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 625) e% For hanger specs. - See approved plans LIMITD STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUI EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Ir OND. 2: benign checked for net(-7 psf) uplift at 24 "00 spacin AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4• VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP.DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" 4-07 4-07 MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" f f f MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" 12 12 MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" M-4x6 12.00 12.00 MAX HORIZ. LL DEFL = 0.037" @ 8'- 11.5" 4.0" 1 MAX HORIZ. TL DEFL = 0.040" @ 8'- 11.5" 3 46. ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 zAll\-3X5 oniiiiiiiiiiiiiiiiiii rnM-5x8of 0 N 1 O N N3x8 s [ M-S18 ..6.00 6.00 12 12 1 1 1 , 1 1-03 4-07 4-071 1-03 C��NG,9 PRO/tfitS'S 1 9-02 r�5 0INFR /p 87022PE 9v JOB NAME : RT ENGLISH STEP 5 PLEX - NDRAG Scale: 0.3279 WARNINGS: GENERALNOTES, umewotherwte noted: 2� 1.Builder and erection contractor should be advised 1 General Notes 1.This design Is bawd only upon the parameters shown end is for an Individual 7 0 Truss: N DRAG and Wamings before construction commences. IN a building component.Applicability of design parameters and proper 'fn T O R EG O [L �(/ 2.2b4 wmpreWon web bracing must be installedj re shown+. Incorporation or component la IM responsibility or the building designer. A- .s A `O 3,Additional temporary bracing to Inure staWitiy construction 2 Design assumes the top and bottom choMe k be laterally braved at �O�'✓/g [J `` �`"i Is the reponsiblNy of the Nestor,Additional pebent bracing of 7 o.c.and at 1d c.c.rospaclNaly unlew braced throughout their length by �1 _` DATE: 7/1/2016 the overall structure is the re continuous sheathing each es plywood sheathing(TC)and/or dryv2p(BC). V ^, u�-�\ responsibility of the designer. 3.2s impact bridging or lateral bracing required whSEQ": K2133058 4.No loadshouldbe appuanto any component un #er all bradrth and 4.Inalalation ofUmsb the respobeusy ortheon.000Ne contractfasteners are complete and alno time Mould ads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design beds be applied to any component. end ere for"dry condition"of use. 5.Cemq,True Ms no control over and assumes no apunsibllly for the 8.Design 64 bearing at al supports siovm.Shim or wedge If EXPIRES:06/30/2017 fabrication,hendlbq,shipment and Installation of portents, ry 7.Deagneawmesadequatedramagelapramssd. July 5,2016 8.This design is toddled subject to the limitations t forth by B.Pleles shat be lolled on both laces of irue0.and pieced so their comer TPWRCA In SCSI.copies of which coil be Nm d upon request, lines coincide with joint center lines. MITek USA,Inc./Compares Software 7.6. 11.)-E 9.Digits Indkaro size of plea in Inches 10.For bask connector plate design values see 158-1311.ESR-1988(IdTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 GIRDER SUPPORTING 25-03-09 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1.6BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-163) 211 4-5=(-257) 772 1-4=( -132) 61 2-6=(-1694) 421 BC: 2x8 RODE #16BTR 2-3=(-163) 211 5-6=(-257) 772 9-2=(-1694) 921 6-3=( -132) 61 WEBS: 2x9 KDDF #1&BTR; LOADING 5-2=( -395) 2782 2x9 KID' STAND A; LL = 25 PSF Ground Snow (Pg) 2x4 ROOF STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 290.9)+DL( 252.7)= 593.6 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -576/ 2812V -290/ 290H 5.50" 9.50 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.0" -576/ 2812V 0/ OH 5.50" 4.50 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PEP. Single member as shown. OND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. Hangers attached to the bottom chord will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.037" @ 4'- 7.0" Allowed = 0.275" ** For hanger specs. - See approved0 plans 9-07 MAX TL CREEP DEFL = -0.082" @ 4'- 7.0" Allowed = 0.412" 1 ,r ' MAX HORIZ. LL DEFL = -0.003" @ 8'- 10.5" MAX HORIZ. TL DEFL = 0.004" @ 8'- 10.5" M-1.5x3 M-5x8 M-1.5x3 1 2 3 -/ Design conforms to main windforce-resisting 0 1 _ 1 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I -Hr. \+ r, �TA B A HI m o o I I 1 f 5 6 / 4* M-7x12 M-4x12 M-7x12 y y a0 PROFF 9-07 4-07 y 9-02 y ��\�\ ENGINE -.6,-(9/0 29 87022PE / r" JOB NAME : RT ENGLISH STEP 5 PLEX - NGIRD Scale: 0.3208 (V WARNINGS: GENERAL NOTES, unless otherwise noted: 7cA 1.Balder and erection conbedor should be advised of al General Notes 1.This design Is based only upon the parameters shown end b for an individual -y �, OR E G O �� <C/ Truss: NGIRD and Waml ps before construction commences. balding component.Applicability of tlea pn parameters and proper 2.8x4 compression web bracing mud be Installed where shown+, incorporation of component N the roeponsblBy or the Wilding designer, �/"1 "t'i E n '`� �� 3:Additional temporary bracing b Insure staWNty dural construction E Design mimes the tap and ellen drone to be laterally braced N l.•Q O f-1 N the rospenslbSN of the erector.Additional nate bracing of 2 o.c.and al 10'e.c.rosped.ply unless braced throughout their length by S `N_ pemm continuous sheathing each es plywood sheathing(TC)andlor drywsl(BC). A. He DATE: 7/1/2016 the overall structure Is the respanWBBy of the bulging designer. 3.2,Impact bridging or Moral bracing required where shown Co 4.No bad should be applied le any component and after all bracing and 4.Installation of truss la the responsibility of the nspedhe contractor. SEQ.: K213 3 0 5 9 fasteners are complete end at no time should any loads greater then 5.Design eawmes Ma as ere to be used In a non errosive environment, TRANS ID: LINK design loads eapplied teany component and are assumes fullor'My use. 5.CompuTrus Ms no control over and assumes no responsibility for the 8.Design a.sumes NB bearing et al supporta drove.Salm or wedge If EXPIRES: 06/30/2017 N• fabrication. •shipment and Imbibition of components. 7.Deagn assumes adequate drainage is provided. July 5,201 6 10 furnished A This design Is sub)ed to the limitations set forth by 8.Plates shell be located on both feces of Miss,and placed so their center TP WVTCA in SCSI,copies of Mach NG be bmbhed upon request. lines coincide 04th)old oder lines. 9.Digits Indicate size of plate in Inches. MITek USA,Ina./CompUTfU6 Software 7.6.7(1L}E 10.For beak connector plate design values.as ESR-1311,ENR-1888(ACM) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 204 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF #16 BTR A LOADING LL( 2,B.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF Wind: 140 mph, h=23.efTCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural LIM17 D STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQUI EMENTS OF IBC 2012 ABS IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTO CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND B TTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-04-07 5-08-09 i T T 12 I 9.00 M-1.5x3 5 M-3x6 3 lO 0 �f 1 A uT 0 1 0,1, 1 -- ,—, ikhL 1 c, M-165x3 1 M-3x6 M-3x4 I y y y ���ED P R°FFs 6-02-11 5-10-05 y1-00y 12-01 0-03 ��5 �NGIN�Zcry FiO2 ,' 87022PE �, 9r JOB NAME : RT ENGLISH STEP 5 P ,EX - P1AFW Scale: 0.2716I N WARNINGS: GENERAL NOTES, unless otMndsa rested: Truss: P1AFW 1.Buiderand erection contractor Nwddbeadvised oralGeneral Notes 1.This design lebased only upon the parameters shown and isfor anIndividual SAT OR EGO �,O IC/ry end Warnings before contraction commences building component.Applicability of design parameters and proper /'� 2.20 compression web bracing mug M Installed sellers shown+. Mcorparalbn of composed is the reapondbldy of the building designer. 0,-, ♦ \I 3.Additional temporary bracing to insure stability construction 2 Design assumes the lop end bottom chords to M laterally braced st L' ` is the reapone billy of the erector.Additional pe neral bracing o! T o.a end et iP a.e.rospecdvely unless braced throughout their length by O_�y ` P DATE: 7/1/2016 the overall structure Is the responsibldy of the kip designer. lot impact idlingeheathor such as plywood airedsheatbng(TC)s ownend/or•dryweA(BC). �J ^ e![k\ 4.No bad Mould be applied to component u after all bradr 4.In tm{sd oftru g or latthere bracing required where shown•t a el �r SEQ.: K2133060anyampw thand 4.Datilnlasumnmleiesroetoreluseinaroapemascomrado. fasteners are complete and at no time should a beds grasser than S.Desists assumes trusses are robs used In a rwntonoalve environment, TRANS I D: LINK design bade be applied to any component. and are for dry condition"of use. 5.CompuTws Ms no control over and eaeumee no responsibility for the 6. Cgn�assumes NI hearing at al wpporb shown.Shim or wedge If EXPIRES:06/30/2017 fabrication,handling,shipment end Installation of components. 7.Design euumes adequate drainage is prodded. July 5,2016 d.This design Is Nmlehed cabled to the limitations set form by 5.Plates anal be located en both faces of truss,and plead ao their center TPbWTCA In SCSI,melee of which will be fumiled upon request. Ines coincide with(Dint Amer line. 5.Digits indicate size of plate In Inches. MITek USA,Inc./CampuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311.ESR-lass(MiTek) I 11111.1111111111101.11111.111.1 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15OND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; Design conforms to main windforce—resisting 2x4 KDDF #16(BTR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=24.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x4 BRACING AT 24"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x9 or equal at non-structural vertical members (uon)n 2-10-03 6-07-10 11-05-03 . T 2-08-03 6-11-11 5-05-13 5-09-05 T T T T f 12 12 9.00 7 "J 9.00 M-4x6 M-7x8 !'r A, M-3x9111P1I, 1 At utti o f . r M-3x6 0 ti - p of M-7x8 cr., u. Ihl 610 M-31(10 0.25"E M-3x6 I IM-4x9 M-3x5 M-5x6cS, l ), l y y �9,0p PRO 2-06-07 7-09-15 5-05-13 5-05-13 y �5� 0,,,GtNEL- tv l 20-11 870 2PE I • JOB NAME : RT ENGLISH STEP 5 PLEX — P1BFW Scale: 0.2053 [�� WARNINGS: GENERAL NOTES, uniessothenOsenoted: N�A�` OREGO 'VO �� t.Budder and erection contractor should be advhed of as General Notes t.This design b based only upon the parameters chovm and b for en bdWidWR Truss: P 1 B FW am sir nt ps Scor.sones uctbn commences. buloing comp onent.ponenabaay of spogn py ofthe and proper '5 �M$ R 1� �Q 2.]s4 compression web bracing must b Installed where shown+. incorporation assn of component an b me responsibility to of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes me top and Sodom chortle to b laterally baud at O Is the responsibility of me erector.Additional permanent bracing of T c.c.and at id o.c.respectively unless braced ihroughod their length m S pemn continuous bridging such es plywood sheetmtg(TC)and/or crywel(BG). A. H e. DATE: 7/1/2016 the overall structure b me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should b applied b am on compent until ager Al bracing and 4.installation of truss Is the neponsibam of the respective contractor. SEQ.: K213 3 0 61 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non antmelve environment, and are ler-dry condition'of use. TRANS I D: LINK assign loads be applied to any component.s.EempuTrus has no control over and assumes no responsibilityler me 5 °sig assumes^d bearing at all supports shown.Shim s,sedge a EXPIRES:06/30/2017 fabrication,bandang,shipment end Betagetbn of components. 7.Design s um.s adequate drainage is provided. July 5,2016 e.This design is furnished subject to the limitations set fort by B.plates Wel be located on both faces of trues,and placed so their center TPW4TCA In SCSI,copes of which Al be furnished upon request E g ns,coincide with e of plate AIM terin Wee. DigitMITek USA Inc./CompuTrua Software 7.6.7(1 L)-E 1g.Forbes/°connector plate design values sea ESR-1311,ESR-7555(MITek) n This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" OND. 2: Design checked for net(-7 TC: 2x9 KDDF #l&BTR gpsf) uplift at 29 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 95.0 PSF Wind: 140 mph, h=20.6f t, TCDL=6.O,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x9 or equal at non—structural End dccial(s) are exposed to wind, vertical members (coon). LI ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads R UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. B TOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AN BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 3-06 12 9.00 177 M-1.5x3 d —/ 3 l Alil0 0 0 rd O N vitO O M-3x4 M-155x3 y 1 l l 1-00 3-06 0-03 '( O PR Opp, �,5 046I N4-,,, /0 2 ,' 870 2PE / 9� JOB NAME : RT ENGLISH STEP 5 PLEX - P1CFW Scale: 0.5996 N CV WARNINGS: GENERAL NOTES, unless otherwise noted: V Truss P1CFW 1.Builder anderegenconingorshouldbeadaaedoralGeneralNotes 1.This design is based only upon theparameteraahownandIsforanhidvidust 7' ON . OREGON tip 4I end Warnings before conetrudion commences. building component.Applicability of design parameters end proper 2.2.4 compression web bracing must be Installed re shown+. Incorporation of component Is the'avontlbiny orae building designer. '.51' el M .a 3.Additional temporary brecirg b Insure stability rig construction2.Design assumes the top and bottom chords to be laterally braced et ° "B E IR ` Is the responeMlity of the erector.Additional pe rant bracing of T o.c.end a11P o.c.respectively anises braced throughoutihslr length by DATE: 7/1/2016 the overall structure a the responsibility of the 1 de continuous sheething such as plywood sheathing(TC)end/or drywaRBC). �j arlyssnrig designer. 3.2t Impact bridging or lateral bracing required where Moven++ /q, H E`,' SEQ. : K2 13 3 0 62 4.No bad should be applied to any component after all bracing and 4.Installation of buss Is the responsibility of the respedne contractor. Nehmen are complete and at no time should a loads greater than 5.Design assumes imbed are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component end are for"dry condition'.of we. 5.CompuTna Ms no control over and awwmes no Wonsibll5y for the 6.Design assumes MI bearing at act supports Nrown.Shim or wedge It EXPIRES:06/30/2017 fabrication,handling,shipment and installation of mponente. et°°ry' 8.This design Is Nmi.had subject to the Ihnllatlona 1 forth by B.Plae nahel be Iocanduen bo hila gce.of irs..,and placed ace their unlet July 5 r 20 s TPIWICA In SCSI,sepias of which will be ami .d upon request. Ines celndda withlolntanter line.. MITek USA,Inc./CompuTNe Software 7.t3.17(1 L)-E 9.[MEIN indicate size of plate In Inches. 10.For basic connector pea design value.sea ESR-1311,ESR-19813(MITek) IIIIIIMIMIIMMIMMIMIMI This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-23) 297 9- 3=(0) 143 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2- 3=(-436) 96 9-10=(-27) 287 6-10=10) 143 3- 4=( 0) 0 10- 7=(-23) 297 WEBS: 2x4 KDDF STAND LOADING 3- 6=(-287) 95 TC LATERAL SUPPORT 5= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-436) 96 TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -60/ 418V -37/ 37H 5.50^ 0.67 KDDF ( 625) 8'- 2.0" -60/ 418V '0/ OH 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been IIOQND. 2; Deign cherked for nett-7 psfl uplift at 74 "oc soacing I considered for this design. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 2-07-11 2-10-10 2-07-11 T MAX LL DEFL=-0.000" @ 0'- -5.1" Allowed= 0.044" .� 1 MAX TL CREEP DEFL= -0.000" @ 0'- -5.1" Allowed= 0.067" I MAX LL DEFL = -0.013" @ 5'- 10.0" Allowed= 0.242" 2-09-11 0-06 2-10-10 0-06 1 1 -09-11 1 MAX TL CREEP DEFL =-0.018" @ 5'- 10.0" Allowed= 0.362" fMAX LL DEFL= -0.000" @ 8'- 7.1" Allowed= 0.044" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 2-04 2-04 MAXHORIZ. LL DEFL = _ 7'- 1 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 12 12 9.00C77 Q 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6. M-4x6 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, )ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, �D �� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. O 9-OS 11 Truss designed as a Piggyback. Structural truss is below. IIIRi' 2x4 stripping required at 24"oc where continuous bearing is m shown. Join to bottom section of truss with 2-16d nails and top _' a 10 section with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical gravity loads only. M-3x4 M-3x5 - M-3x5 M-3x4 2-07-15 4-02-03 2-07-15 yy EQ PROs ly � 0-02-03 8-02 0-02-03 ��\�� ,Is IN E 6) d/G-4 17 a• 87022PE r' JOB NAME: RT ENGLISH STEP 5 PLEX - P2CAP Scale: 0.4858 ._ N� N y -oj, OREGON cryo Ow WARNINGS: GENERAL NOTES, unless otMmise noted: Mh 1.Balder end eredbn contredor should be advleed dal General Notes 1.This design is based only upon the parameters shown and Is for an Individual "'9 C f] '`� �`� Truss• P2CAP and Warnings before con+0udbn commences. building component.Applleabllty of design parameters and proper O G7 E R ` • 2.204 compreslon web bracing must be installed where shown+. Design assumes of component h me rcsponstblly or the buileIN ingbra ed tiler. C1 \ 3.Additional temporary bracing b Insure stability during construction 2.Design eswmee the top and bottom dwme to be lalerstly braced at V /1, H E Y o.e.and at 10'o.e.respectively unless braced throughout their length by �1 1�1•• is 8n responstbky of the credor.AddB onst permanent bracing of continuo.eheattng such as plywood sheathing(TC)and/or drywel(BC). DATE: 7/5/2016 the overall etru dare le the responsibility of the building designer. 3.2s Impact bridging or steal bredng required c.rc shown++ SEK213 3 0 6 3 4.No Toed should be applied to any component until after ell bradrg end 4.1ntalatlon of buss Is the rey»nsblfy of the respeahe contractor. Q•) fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non.e°na.Ne environment, EXPIRES:06/30/2017 design beds be applied to any component. end are ler"dry condition"of use. TRANS ID' LINK B.oestgnessum.smiles.mga.lwppokesmwn.smnorwedge u July 5,2016 • 5.compuiroe has no eomrol over and amines no responsibility for lila esa,y, fabrication,handling,shipment and Instabstion of components. 7.Design assumes adequate drainage Is provided. 6.This design is famished sub)ed to the limitations set forth by 8.Plates shall be heated on both faces of truss,and placed so their center TP6WTCA In SCSI.copies of Mich will be furnished upon request. 9.lines ckitoincide oath joint lyra of plateecenter eKnee. inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L}E 10.For bask connector plate design valuessss ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" OND. 2: checked for net(-7 Design TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 psf) uplift at 24 "oc spacing. 2x4 DF 2400F Ti, Ti SPACED 24.0" O.C. BC: 2x4 ROOF #16BTR ICOND. 3: 150.00 PLF SEISMIC LOAD. Design conforms to main wondfores—resisting WEBS: 2X9 KDDF STAND LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF Wind: 190 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, NEnd vertical(s) are exposed to wind, OTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. SOTTO CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND B TTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x4 or equal at non—structural vertical members (uon). T 15-04-11 6-02-10 15-04-11 10000,01111111 '1 T 7-11-09 7-03-07 6-06-11 7-03-07 7-11-09 '1 4 T I 1 1 12 9.00 M-9x6 ''M-6x6 12 4 9.00 1r �� M18HS-Sx16(S) 0.25" M18H5-Sx16(S) .25" iiA . 00'NN., lli„,,,I. A Alliki,,,,..,.. 0 ,_, ,_, .._........ ,........... . 0 / M-1 15x3 Mx8 x 1 \ '..,,o M-9x6 M- 6 M-101.25x3 0 M-3x5(5) M-9x6 1 y 1 l l l 7-09-08 7-03-07y 6-11-15 7-01-11 7-09-08 E� P R�� l 17-00 y ` ` eV i-oo 37-00 20-00 l y „N �NGINEFR S.14a,_ 1-00 ��L 87022P: r JOB NAME : RT ENGLISH STEP 5 PLEX — P2FW Scale: 0.1911 • f ii CV WARNINGS: GENERAL NOTES, unless otherwise noted: ' . e:, Iv Truss: P2FW I.Bolder end erection co^iradsrMould be.avlayofall General Notes I,This design is based onMupon the parameters nown°nalsroranindividual ""a OR GON n� <v and Warnings before construction eammenoescomponent building Applicability of design parameters and proper ♦ O 2.2s4 eompresston web bracing must be bstalbd*here ancon.. Desigincorpn assumes a component n I°the responsibility to of me ally Mi edetdesigner, ��0.C1�S `aP� 3.Additional temporary bracing b insure stability ng construction 2.Design assumes the tap end bottom chords la be laterally Mimed at V '''\ le the responsibility of the erector.Additional pe M bracing of 2'o.c.end et 10'o.c.r°°pectNely unless brewed throughout their length by DATE: 7/1/2016 the overall structure la the responsibility of me Ing designer. ZsImpa t Meaning such as plywood required et where s own•tlrywsl(BC). u r d 3.2s Impact bridging or lateral bracing required where shown.. !1 G SEQ.: 52133064 4.No bad should be applied to any component u after all bracing and 4,Installation Whim is the r°spon•bMily of the reaped re contractor, fasteners are complete end el no time should a loads greater than 5.Design assumes trusses ere to be used in a noncono.He environment, TRANS ID: LINK design beds be applied to any component. end are for Mry condition.of use. 5.CompuTnn hes no carrot over dna assumes naiAaponsibbry for the 6.Design assumes MI bearing at el supports shown.Shim or wedge if EXPIRES:06/30/2017 fabrication,handling,shipment and installation otkomponents. wry' 7.Design assum8.This design is famished subJed is the limitations Set forth by 8.Plates shall bees located en both hos of truss,ed.and placed so their center July 5,2016 TP WWFCA In SCSI,copies of which will be fuei(rod upon request. Ines coincide with Joint center lines WOUSA.Inc./CompaTnua Software 7.617(1L}E 9.Digits indicate Me of plate m Inches. 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 70 2-12=(-302) 3320 12- 3=( 0) 240 9-17=(-124) 1334 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 184 BC: 2x4 KDDF S1613TR WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3756) 658 14-15=(-292) 3528 14- 4=( 474) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 19-15=(-292) 3528 9-19=1 -474) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2974) 534 15-16=(-522) 4702 5-14=1 -350) 2082 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 714 16-17=(-738) 5562 14- 6=(-1442) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 8- 9=(-4956) 1008 17-10=(-740) 5576 16-15=( -482) 2798 OVERHANGS: 12.0" 12.0" ADD L: BC CONC LL+DL= 2812.0 LBS @ 25'- 9.5^ 9-11=(-7240) 1098 15- 6=(-3684) 730 10-11=( 0) 70 8-16=1 -684) 3666 Jr BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=1-1094) 260 ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Attach 2 ply with 3"0.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA nails staggered: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(s) throughout 204 top chords, 0'- 0.0" -396/ 3053V -276/ 2768 5.50" 4.89 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed= 1.203" *00 HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed= 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed= 0.067" LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed= 0.100" MAX HORIZ. LL DEFL= -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12f 4-09 4-09 1-11-T 5- 07-02 6-02-02 Design conforms to main windforce-resisting 1 system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.3ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 9.00 7 M-5X6 M-3x4 M-5x6 '''' :19.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4t 6 load duration factor=l.6, M-3x9 M-9x6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. / M-3x4 M-3x9 +A + +l / / o 1 J''-- �Z -3x5 M-11 25x3 M-3x4 04.25" 0.25;' M-6x8 M-117 5x3 M-3x8\ , ,Q;0D PRQj . es M-7 x8(S) M-7x8(5) �'� �NG,INE�cR S/ qp J. J. J. J. 2@126 ** J. , , 6-00-06 5-05-06 2-05 9-02-08 J. 5-05-06 y 6-00-06 l l 4- 87 02 2 P E Fr- )• " 1-00 37-00 1-00 JOB NAME: RT ENGLISH STEP 5 PLEX - P2GIRDU' >" H Scale: 0.1411 SAT OREG N ti�Ow WARNINGS: GENERAL NOTES, unless cthenwlw noted: � A I.Builder and erection contractor should be edvleed of all General Notes t.This design la based only upon the parameter..norm and N for en Individual �/^� `/'/,t_j n '`` �`", Truss: P2GIRD and Warnings before cunsirudlon commences. building component.Applicability of design parameters end proper O o R ` 2.204 compression web bracing must be Inaewd where shown c. incorporation of component le the responsibility or the building designer. S 3.Additions'temporary bracing to Insure stability during construction 2 Design assume.the top and bosom chord,to be letanlly braced at A tJ E.� gth by la the ne.ponsblly of the eredor.Additional permanent bracingr c'ntinn.ou al f e hen.Cad,cC ply needunles brecetl(TC)en l they le l)B). f� a continuous sheathing such as plywood sheathing(TC)aMror drywaA(BC). DATE: 7/5/2016 the overall structure Is the responsibility of building designer. 3.2c Impact bridging or Nteral bracing required where shown 5 0 SE : K213 3 0 6 5 4.No load Mould be mulled to any component until alter eer all bracing and 4.Installation of tone Is the responslbUly of the respective contractor. 4.: fasteners are compete and at no .should are to be used In a d any loads greeter than 5.Design assumes tnon-corrosive environment, EXPIRES:06/30/2017 design loads be applied to any component. sedan kr"dry full bearing or use. TRANS ID' LINK 8.DssipnaryawmaaNpwadngHaAauppoMshown.Shim arwedge ll July 5,2016 5.cote row has no control over and..wme.no responsibilityror me Bbrlc,tion,handling,shipment end installation et components. 7.Design assume.adequate drainage Is provided. 8.This design is furnished subject to the limitations col forth by 8.Plates s6a1 be located on both Gus of truss,and placed so they center TP VWICA In SCSI.copies of whkh PPA be furnished upon request. 9 In..coined,te size of pine Iv4th joint n inches. lienees. MiTek USA,Inc./CompuTrus Software 7.8.7(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 37-00-00 GIB ER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR L AD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 70 2-12=(-302) 3320 12- 3=( 0) 240 9-17=(-124) 1334 BC: 2x6 KDDF #l6BTR 2- 3=(-4348) 536 12-13=1-304) 3316 3-13=1 -382) 184 WEBS: 2x4 KDDF STAND LOADING 3- 4=1-3926) 602 13-14=1-224) 3046 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=1-3750) 658 14-15=(-292) 3528 4-14=1 -474) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50,0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=1-2974) 534 15-16=1-522) 4702 5-14=1 -350) 2082 BC LATERAL SUPPORT H= 12"OC. UON. BC UNIF LL( 0.))+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=1-3952) 714 16-17=(-738) 5562 14- 6=(-1442) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=1-740) 5576 6-15=1 -220) 1192 OVERHANGS: 12.0" 12.0" I 8- 9=(-6094) 1008 15- 7=( -482) 2798 ADDLE BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=1-3380) 730 10-11=) 0) 70 8-16=( -684) 3666 J- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ( 2 ) complete trusses required. LIVE AAD AT LOCATION(S) SPECIFIED BY IBC 2012. 16- 9=(-1099) 260 /W/� Attach 2 99eredth 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT - MAX BORE BRG REQUIRED BRG AREA nails X)( LOs in 9" 0t 1 row(s) throughout 2x4 top chords, CATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, 0'- 0.0" -396/ 3053V -276/ 2768 5.50" 4.89 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. *** HANGER TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0,067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed= 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed= 0,067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed= 0.100" MAX HORIZ. LL DEFL= -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL= 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting f 1' '1 T T '1 T T 'f system and components and cladding criteria. 11212 Wind: 140 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 I/ M-5x6 M-3x4 M-5x6 P 6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 - I 1, load duration factor=l.6, M-3x4 M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 + + }1 / M-3x4 "/ 0 0 .N Ss'1'\ E� PROF 1 z lz 13 < 16 M-1175x3 M-3x8\ r of o -3x5 M-1.5x3 M-3x4 I1.25" 0.25;` M-6x8 M-7x8(S) M-7x8(S) ��cj"'' ' IN4si,,, Ut> y vi .1 ,l }, *** 28126 y /I' V 'T 4.1 9 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 i 0 37-00 i 00 87022PE �" JOB NAME : RT ENGLISH STEP 5 PIIEX - P3GIRD cv Scale: 0.1411 ' . cA OREGO c5 /'�V� WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: P 3G I RD 1.Builder and erector:a bnlredor should be advised of all General Notes 1.This dedgn is based only upon the parameters shown and b for an individualand Warnings before construction commences. building component.Applb � ablllly o!design parameters end proper FMg ES 1 ‘' 1\•413:.'\•413:.'2.2344 compression web bndng mud be metalled re shown+. incorporation of componentcomponentIe Me reeponstbgNY of rhe building dealgner. S9 3.Additional Ismponry bracing to haute stability aneWctbn 2.Design assumes the top and bottom chords to be laterally braced at J, H Is the responsibility of the erector.Additional pe nent bracing of T o.c.and el 7P:.c.reapeetwey unties bracedthroughoutMair length by A �' DATE: 7/5/2016 the:waren structure is the n dbn rens designer. 2a tn:p continuous eheathk n such as pywood sheatNig(TC)and/or drywall/8C). spore Ny o ng 3.2a Impact bdfgbg or lateral bredng required where shown•s SEQ.: K2133066 4.No bad should be applbd to any component u eller all bracing and 4.Instelellon of truss Is the res Is85 used in respective contrector fasteners are complete and at no time should a bade greater man 5.Design assumes trusses ere to be used m a n:n<:rrodwe environment, EXPIRES:06/30/2017 TRANS ID: LINK design bads beepplbd to any component. and are for"tlry condition"of use. 5.CompuTrua hes no control over end assumes ns responsibility for the 8.Design assumes NI beenng at all suppons shown.Shin:or Wedge if July 5,2016 fabrication,Mndling,shipment and Installation at components. necessary. 7.ledge assumes adequate drainage Is Ins.,e. H.This design b furnished subject to the limitations�ael forth by S.Plate.shall be bated on both facts of Suss,and plaatl w theh center TPI/WICA In RCM.copies of which MI be fumed upon request. lines coincide with joint center Ines. S Digits indicate doe o!plate In Inches. MiTek USA,Inc./CompuTrus Software 7.817(1 L)-E 7o.For basic enactor plate design values sea 1513-131 1,ES114888(Wed .l This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF O16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-406) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2- 3=( -407) 284 9-10-) -97) 630 2- 9=( -297) 1049 WEBS: 2x4 RODE STAND; 3- 4=( -304) 253 10-11=(-169) 1095 3- 9=( -91) 130 2X9 DF STAND A; LOADING 4- 5=( -675) 307 11- 7=(-167) 1097 9- 9=( -771) 290 2x9 ROOF 81&BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1476) 275 10- 5=( -68) 255 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIE 10- 6=( -503) 244 BC LATERAL SUPPORT <= 12"00. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 0'- 0.0" -176/ 1148V -386/ 212H 5.50" 1.84 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 3.2" -178/ 1144V 0/ OH 5.50" 1.83 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 0-05-08 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 0.812" 03-09 9-06 13-06 MAX TL CREEP DEFL = -0.072" @ 11'- 7.5" Allowed = 1.218" 1' '1 'c 1 MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 1-09-12 4-09 4-09 6-06-09 6-11-07 MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" T 1' '1 ' ' f 12 12 Design conforms to main windforce-resisting 9.00 N9.00 system and components and cladding criteria. M-5x6 M-3x4 M-5x6 3 4 5 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4a 4,$„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3X4 End vertical(s) are exposed to wind, 2 Truss designed for wind loads f- �• in the plane of the truss only. M-3x9 N ,-I 1 B i 111111111111111111„„161,4. crim 1 co se 8*5 910 11 7 Ci M-1.5x3 0.25" M-1.5x3 M-3x4 o • M-3x8 M-sxe(s) Ep PR O� y2-05 y 9=02-08 y 6-10-01 y 6=09-11 y �'���NGANEF5'-'j0 25-03-04 • �� 870 2PE "9�, o JOB NAME : RT ENGLISH STEP 5 PLEX - P4 Scale: 0.2060 '^ (�� WARNINGS: GENERAL NOTES, unless otherwise noted: :. Vc OREGO C�Q�+N 1.Builder and erection contractor Mould he advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual 7 Truss: P4 and Wardnge before construction commences. building component.Applkabiliy of design parameters and proper 2.7s4 compression web bracing must he InstaINd where shown 4. Incorporation of component Is the responsibility of the building designer. �j ye E R 1� '� 3.Additional temporary brecbg to insure stability during construction 2.Design assumes ms top ash bosom dards to be laterally braved el O '‘IS ER IM rosponsibBty of the erector.Addebnst permanent lending of 2 a.e.and et 10 o.c.raepectivaty unless braced throughout their length by S continuous sheathing such as plywood shred oheTC)and/or dryweA(BC). v A, He. DATE: 7/1/2016 the overall structure NIM responeblity of the building designer. 3.2i Imped bridging or lateral bracing required where shown 4 SE K2 13 3 0 67 4.No load Mould be applied to any oomponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any Nada greater than 8.Design assumes trusses are to be used in a non.vorroehe environment, design beds he applied to any component. and are for'dry condition"of use. TRANS I D: LINK s.compuTrus hes no control over and assumes no responsibility for the 8.Design assumes NA bearing al el supports shown.Shim or wedge If EXPIRES:06/30/2017 fabrication,handling,ehipment and installation ofcomponents. y.Design assumes adequate drainage is prodded. July 5,2016 8.This design is furnished subject to the limitations set forth by 8.Plates ehal be betted on both facet of truss,and placed so their center TPIANTCA in SCSI,copies of which oil be furnished upon request. Ines coincide with)060 center lines. 9.Digits Indicate stns of plate in inches. MiTek USA,)nc./CompuTrus Software 7.6.7(1L}E 10.For bask connector plate design values sae EBR-1317.ESR41a88(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS I TRUSS SPAN 37.— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #11BTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 2 .0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PIF Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End vertical(s) are exposed to wind, -1.5x4 or equal at non-structural Truss designed for wind loads vertical members (uon). LIMIT*D STORAGE DOES NOT APPLY DUE TO THE SPATIAL g REQUI EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 13-09 9-06 13-09 T f f T 7-02-07 6-06.09 4-09 4-09 6-06-09 7-02-07 1 1' q 1 q 1 1 12 12 9.00 p M-5x6 M-3x4 M-5x6 4 5 6 9.00 M-3x6 M-3x6 +e +, \ + +e k 1- \ 4 /PI, (F f & ON 1 -' d p -+' 1° 1f 0.250.25" ofoM-1.5x3 M-1.5x3 o M-4x6 M-5x8(S) M-5x8(S) M-4x6 l 7-00-11 y 6-10.01 l 9-02-08 y 6-10-01 y \� G NEFfi`S el J• l 1-00 37-00 �© R O'L JOB NAME : RT ENGLISH STEP 5 PLEX — P5FW Q 87022 PE r Scale: 0.2324 CV WARNINGS: GENERAL NOTES, unless otherwise noted: and Weming before construction commencesN(I dell General Notes t building sicomponent.Applk.bllity of design parameters enndiprepe hldNldwl � I. ry� Truss: P5FW Bulder end OREGO .V Al i 2.2s4 compression web bracing must be Fabllecta Mere shown+, Incorporellon of component la me responsibAky of the building designer. 11' p 1� 2.Design assumes the top end bottom chords to be labral braced et 0 SigE`R .\ 3.Addllanel temporary bracing to Insure stability construction N �+• `N_(� Is the responsibility o!the erector.Addidanel pe nt bracing of T oats and at IP c.c.respectNely unless bawd throughout their length by O `_ continuous sheathing ouches plywood aired here s own+tlrywal(BC). A (; DATE: 7/1/2016 the overall structure Is the rector.Additofthe Mingdeelgnng 3.co Impact bridging or latersuch ttpinodshe required where shown+* A G SEQ.: K2 13 3 0 68 4.No load should be applied to any component u after all bracing and 4.Installation°!trues Is the responsibility of the reSpectNe contractor. fasteners ere complete and.1 no time should a Made greeter than S.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bade be applied to any component. arae.re ro dry contlnkn'of use. 5.CompuTrue hes no control over and assumes no responsibility for the 8.Design assumes NI bearing at all supports shown.Shim or wedge II EXPIRES:06/30/2017 fabrkelbn,handling.shipment and installation of components. newssery. T.Design assumes adequate drainage le provided. July 5,2016 B.This design is furnished subject to the Amitatmna eel torah by 8.Plates shall be located on both faces of boat,and placed so meg center TPNNICA in SCSI,copies of which nil be fumtered upon request. Inas coincide with(aid center lines. 1 L MITek USA Inc./CompuTrus Software 7.eI7 8.Digits Indicate size of plate In inches. 6I( )-E 10.For bask connector plate design values see E5R-1311,ESR-1688(MITek) ) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 704 6-3=(0) 177 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-562) 300 6-4=(-555) 709 WEBS: 2x9 ROOF STAND 3-4=(-562) 300 LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) 8'- 2.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP D h k d f-7 0 1 1'f a 4 s00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.000" @ 0'- -5.1" Allowed= 0.094" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed= 0.067" 4-01 9-01MAX LL DEFL= -0.000" @ 8'- 7.1^ Allowed= 0.094" f MAX TL CREEP DEFL= -0.000" @ 8'- 7.1" Allowed= 0.067" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed= 0.295" 9-09 9-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed= 0.443" f MAX HORIZ. LL DEFL= 0.006" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" IIM-4x4 9.00 I7 Q 9.00 3 4 A. ICOND, 3: 150.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Truss designed as a Piggyback. Structural truss is below. 41111IL2x4 stripping required at 29"oc where continuous bearing is shown. Join to bottom section of truss with 2-16d nails and top P2 ii section with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical gravity loads only. 6 M-3x4 M-1.5x3 M-3x9 ll 4-09 4-09 11 ��EO PROFFS 0-02-03 8-02 0-02-03 �cj'j 04 INE•ER Wo ' 87022 PE/ �, C' JOB NAME : RT ENGLISH STEP 5 PLEX - P5FWCAP Scale: 0.4858 -e� ^ N WARNINGS: GENERAL NOTES, unless otherwise noted: J A,r OREGO A ti�4<v I.Builder end erection contractor should be advleed of e8 General Notes 1.This deign Is based only upon the parameters shown and h for an individual Ne k‘'4,/ '‘'.\ ` �� Truss: P5FWCAP and Warning.before conMmdlon commences. building component.Appliubdty of design wrametan end proper Q 2.204 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the bulking designer. s....(9 S �` 3.Addelon.t temporary bracing to aware stet/111y during construction 2 Design assumes the top and bottom droll.to M leteralN braced el A. H E Is th.ro stbilty oftlro erector.Additional permanent ! 7oats and at IC/oats r500he.ply unless braced throughout their length by Sponpermane g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/5/2016 the overall ehudure is the responsibility of the building designer. 3.Di Impact bridging or lateral bredng required where shown.. SEQ. : K213 3 0 6 9 4.No bed should be applied to any component until after all bredng end 4.Instaletbn of truss Is the responsibility of the respective contractor. faaeners are complete and at NT time should any bads greater than 5.Deign assumes trueses are to be used b a none00oive environment, EXPIRES: 06I30/2017 deign bast M applied to any component. and are ler"dry condition"of use. TRANS I D• LINK B.Deign assumes full at all supports Mom.Shim or wedge 0 5.CampuTms has no control over and assumes no responsibility ler the necessary. July 5,2016 fabrication,handling.shipment and miatAtbn of components. 7.Design manes adequate drainage is provided. 6.This design is banished sub)ed to the limitations set forth by 8.Plates shag be bated on both faces of buss,end placed a their anter TPLMRCA In BCS).copies of which x11 M fumkhed upon request. Ines coincide with joint anter lime. 9.Digits indicate sin of piste In motes. MiTek USA,Ind./CompuTrus Software 7.6.7(11)-E 10.For beak connector plata deign virtues see EBR-1311,ESR-1988(h9Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 t P spacing. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF Wind: 140 mph, hts), t, .0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x4 o equal at non-structural End vertical(s) are exposed to wind, vertical members (uon), LIMIT D STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUI EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTO CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND B TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 13-091 9-06 13-09 f f T 7-00-04 6-08-12 4-09 4-09 6-08-12 7-00-04 T T T T T 1 T 12 12 9.00 M-5x6 M-3x4 M-5x6 4 5 6 .9.00 M-3x6 M-3x6 ..',' //41:\ +6 + \\ Fe } M4x8 M-7x8 2 i 1 • o ��, ham. Yom. -!N 9 M-R8 4-31x8 M-3x5(S) M- x8 Mlix8 14 M-5x6 M-5x6 y .6 , y .6 y y 6-08-12 7-02 9-02-08 7-02 6-08-12 y �0) PROFF 1 y J• l 17-00 20-00 �Co NGINE�c�`./ 1-00 37-00 1 ./ 2 .-c- 870 2PE / yc, JOB NAME : RT ENGLISH STEP 5 PLEX — P5FWRH Scale: 0.1922 ,^ CV WARNINGS: GENERAL NOTES, uNess otherwise noted: NSn ' Su. /' Truss: P5FWRH1arch Nkangs erection oanro'ducronoco maea saalof NI General Notes 1.This bulking component applkebgty n is based only upon of design paraparameters shown meters and y A?r , OREGO (tO el 2 axe compression web bracing mug be Installed}here shown v. incorporation of component is the responsibility of the building designer. ��O"Ig R ,`\ �` 3.Additional temporary bracing to nwro Nobility ring construction 2.Design assumes the tap and bottom chorda b be halerolN braced at 'V, la the responsibility of the erector.Additional pe neH bracing of 2'o.c.end al t O a.c.roap.droety antras based throughout their length h DATE: 7/1/2016 the ovaron sirudure N the roeponsibggy or me Ing assigneeamlmact sne.mng such as ptywaod sheathing(TC)amsandtora arywagec). V A• u�--�\ 3.2x Impact bridging or lateral bracing required where shove+af-t L- SEQ.: K2133070 4.No load should be applied to any component after an bracing and 4.Installation of russ is theondb of rospedive contractor. fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are re R be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes nai.epanslbillly far the 8.Design assumes NN bearing at al supports shown.Shim or wedge If EXPIRES:06/30/2017 necessary. fabrication,handling,shipment and installation ggamponema T.Design assumeseadequate drainage is provided. July 5,201EB.This design b furnished wiled to the Ilmkatbn1 forth by S.Plates shall be mated en botfeces of truss,and placed so their center in BCScopies of which vdg be Nm d upon request. Ines coincide with)ant center Ines. MITek USA Inc./Com uTrus SORvrare 7.81 L 0 B,Digits indicate size of plate In inches. P ( )-E 10.For bask connector plate design values see ESR-1371,ESR-1O138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C4=1.00 TC: 204 KDDF 016B1R LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=1-271) 1802 3-11=(-513) 239 WEBS: 2x4 KDDF STAND 3- 4=(-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 LOADING 4- 5=(-1326) 418 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL= 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORR. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 Design conforms to main windforce-resisting T ' ' f ' f , system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5x6 M-3x4 M-5x69.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 q 5 6 load duration factor=1.6, 40 . End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 3 IN -/-1. 0 o /y Hi Cr Y- MM , 't WM ' f � B a o M-3x5 M-11 5x3 10.25" 0.25 '2 M-115x3 M-3x5 1 otltip PROF n�n ,M-5x8(S) M-5x8(S) °`, Fes 1 1 1 1 1 1 �5 NGINEF , 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 1 1 cv› 44 2 1 1 1 1-00 37-00 1-00 a 87022P� V JOB NAME : RT ENGLISH STEP 5 PLEX - P6 Scale: 0.16614 0 CV WARNINGS: GENERA-NOTES, unNssotMrwbenoted: -t7 ``moo)„ OR GON c�a <U I.Builder end erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an Individual 7 O Truss: P6 and w.mings before constnadbn commences. banding component.Applicability is the of design parameters end proper �� Flag E R �� 2.204 compression web bndng must M Installed where shown•. Incorpmellon of component la=st roeponstbq/y of the bulking designer. 3.Addftonal temporary Waiting to insure stability during construction 2 Design sswmes=he top and bottom chords to M Islenlly braced et O `P Is Be.responsibility f the erector.Additional permanent bracing of 2'ac.and at 10 a.c.respectively unless Mecod throughout ihelr Isngm by S �j til ocontinuous sheathh5,such es pdwood Mteaming(TC)andnor drywal(BC). A. H`re DATE: 7/1/2016 me oven l structure Is the responsibility of the building designer. 3.20 Impact bridging or Mend bracing required where Mown•• SEQ.: K213 3 0 71 4.No bad Mould be applied to any component until after all bracing and 4.Installation of trues Is the respendbulty of the respective contractor. fasteners are complete and et no time Mould any loads greater than 5.Design assumes trusses Sr.to M used Ina non-corrosive environment, TRANS ID: LINK design loads beappledtoanycomponent. and are assumor*dryes full mate. 5.CompuTns hes no control over and assumes no responsibility for the 6.Design assumes mF Mating al el supports Move.Shim or wedge If EXPIRES: 06/30/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. July 5,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPInNTCA in SCSI,copies of which Al be famished upon request. Ines coincide with(hint center Ines. 9.Dlgds Indicate also of paste in inches. MITek USA,InoJCornpUTrUs Software 7.6.7(1L)-E 10.For Male connector pleb design values Ma ESR-1371,ESR-1988(MuTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x4 KDDF #1&BTR ISPACED 24.0" O.C. 2-3=(-341) 70 6-9:(-17) 195 WEBS: 2x4 KDDF STAND 3-4=(-341) 70 LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 418V -71/ 71H 5.50" 0.67 KDDF ( 625) 8'- 2.0" -57/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) LIMNED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQ IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTl{OM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND(BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. a - • ' - •- - •- -• - s VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL= -0.000" @ 0'- -5.1" Allowed = 0.067" 4-01 4-01 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed= 0.044" f T f MAX TL CREEP DEFL = -0.000" @ B'- 7.1" Allowed= 0.067" MAX TC PANEL LL DEFL= 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 4-09 MAX TC PANEL TL DEFL= 0.061" @ 5'- 9.2" Allowed= 0.443" T T MAX HORIZ. LL DEFL = 12 12 0.002" @ 7'- 8.5" 9.001.7 SIM-9X4 MAX HORIZ. TL DEFL= Q 9.00 .,4.0" �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20:8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Truss designed as a Piggyback. Structural truss is below. 2x4 stripping required at 29"oc where continuous bearing is shown. Join to bottom section of truss with 2-16d nails and top section with 2-16d toenailed to stripping. Stripping spaced at VM )( 2'-0" oc maximum. Connections are for vertical gravity loads only. M-3x4 M(-1.5x3 M-3x4 1• I i' 4-09 1 4-09 lb i � G �pLs0-02-03 8-02 0-02-03 •`(, ..� �yNG ,S, s/p�, 1j. a• 870 2PE ,-- JOB NAME: RT ENGLISH STEP 5 PLEX - PCAP Scale: 0.4858 N / v� WARNINGS: GENERAL NOTES, unlessotherwbenoted: ''' OREGO ti�< 1 Truss: PCAP 1.Solder and erection eonlredor should be advie•l1 of al General Notes 1.Thal design A based only upon the parameters show"and A for en Individual and Wemings before construction commences. building component.Applicably of design parameters and proper �('8 SMB ER 'N\ P� 2.2e4 compression web boning must be installed ere shown s. Mcorporetion of component la the raaponkbliry of the budding designer. S Addlbnel temporary bracing k inure stability construction 2 Design assumes the top and bottom chords to be laterally braced al {� Is the responsibility of the erector.Additional pe nets bracing of T 0....at 10'c.c.reapeclNety unless bead throughout their length by A• E``� DATE: 7/5/2016 the overall structure is the responsibility of the ng designer. continuous sheathing Auer.as plywood sheathing(TC)and/or drywel(SC). 4.No ked should be applied to an 3,In2Impact bridging A IS.latresponsibility pradng of the where shown t if SEQ. : K2133072 eta o cor.should loadslleaadnhand 5.Dee/Sn ed uce.busesato be innon5500e coendrsn fasteners are complete arts at o time shouts mg loads greater than 5.Design memos"dry busses are k be used m a Mn<omocive environment, TRANS ID: LINK dekgnkadebe.ppledte.nyamponenl. aMare gnassurycondlloringuse. al EXPIRES:06/30/2017 5.CompuTnn hes no control over and assumes na�re•ponalbilly for the 8.Deign assumes NI beadng al e8 auppons krown.Shim ar wedge Ir labrkslbn,handing,shipment and installation a/componenla. H8°"' July 5,206 8.This design is furnished subled k the limitations Ad forth by T.Design assumes adequate drainage A provided. e.Pletes shat be located on both fame album,and placed as their amar TPNNICA In SCSI,copies Owlish nil be NmI/Md upon request, lines colndde vdlh john comer IS,.. Wel,USA,Inc./CompOTfUs Software 7.8 7 1L 9.Digits indicate size of plate In Inches. ( )R 10.For bake semester Ode design values sea ESR-1311.188.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=(-271) 1802 3-11=(-513) 239 BC: 2x4 KDDF STANDR 3- 4=(-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1326) 418 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 45.0 POE 7- 8=(-2317) 402 12- 7=(-514) 239 8- 9=1 0) 71 7-13=( 0) 279 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) !OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 Design conforms to main windforce-resisting T ' f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5x6 M-3x4 M-5x6 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 9.00 7 4 5 6 load duration factor=1.6, • 1w End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 + + Nssss + + 0 O 1 /3X5M135" M10 11 12 1 t1�p PROF M-5x8(S) M-5x8(S) ,`�C N `ss , ; ; ; ; ; <0 ,.._14G,1 Ee /0 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 y �� 'Q 1, 17 1-00 37-00 1-00 4' 87022PE <- JOB NAME : RT ENGLISH STEP 5 PLEX - PHIP Scale: 0.1661 N CV [�� WARNINGS: GENERAL NO7E5, unlesson these noted: '!7 Ct2 OREGON CLO A'�+ 1.anW andmin erectionaconetrucontractor sheen be advised ofd General Notes I.This design a based pplnty upon parameters s m and 1p for an mdlvidust 1) $ O E R �� Truss: PHI P and Warnings before constnMbn eommanees, buildinincorporation component.APpOubNty of design parameters and proper 2 264 wmpeeelon web bracing must be Metaled where shown+. inwrponibn el component is the rosponelbbby or the building designer. 3.Adbbnal temporary bracing to Insure AMAIN during construction 2.Design assumes me lop ed bobom theins to bs etenity brautl et O `` Is the ro nsiM f Me erector.Additional permanent bracing f 2 continuous and at itl e.w rsuch es ply ood a breed i(7C)n dl tlroa length by S '...'E� apo NY o pentane g o wMlnuoua Meatnlrp such es plywood Maalning(TC)anion dryweg(BC). DATE: 7/1/2016 the oven$structure is the reaponiblby of the building designer. 3.2r Impact bridging or leerel bracing required where Morn++ SEQ.: K213 3 0 7 3 4.No bad should be applied to any component until after all bracing and 4.Installation of miss b the responsibility of the reapedNe contractor. fasteners aro compete end at no time should any bads greater than 5.Design assumes trusses aro to be used In a noncorrosive environment, design bads be applied to any oamponent. ed are assumor'cityes eendbeariion"of use. TRANS ID: LINK .pane 6.Design eaumesbbbeadngatalwpportaMown.Shim orwedge:f EXPIRES: 06/30/2017 5.nom Tru.has no control over.dassumes no re Ibn for „sea„ handling. 6.Thbdesign ebmishdsubject totheln !initiations 6.Plaesshallbeboaassumes t donbothequate ifacesottruess and placed soow:,center nage Is provided. July 5,2016 TPW6TCA In SCSI,copes of which will be furnished upon request. linep,Digits coincide ncide sin ofnt plate lines. inches MITek USA,lfro./Comparrus Software 7.6.7(1L)-E /4.For bask connector plate design values see EBR-1311,ESR-1858(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2-10= 7 2) 321 38 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2- 3=(-468) 156 10-11=(-67) 305 11- 5=- ( 82)-18) 173 WEBS: 2x4 KDDF STAND - (- 3- 4=( 0) 0 11-12=(-78) 305 7-12=(-19) 138 1LOADING 3- 5=(-305) 144 12- 8=(-86) 321 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 425.0)+DL( 10.0) ON TOP CHORD = 35.0 POE 5- 7=(-305) 144 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 ______ ---- TOTAL LOAD = 45.0 PSF 7- 8=(-468) 156 8- 9=( -7) 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL =25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ---- LIMt ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQH REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" 0'- 0.0" -73/ 418V -37/ 37H 5.50" 0.67 KDDF ( 625) BOT?M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 8'- 2.0" -73/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) AND OTTOM CHORD LIVE LOADS ACT.NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. 3-00-11 00-10 3-00-11 OND D h k t-7 i l' 4 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 2-09-11 0-11 �1-00-p5�1-00-05 0-11 2-09-11 MAX LL DEFL= -0.000" @ 0'- -5.1" Allowed= 0.044" MAX TL CREEP DEFL =-0.000" @ 0'- -5.1" Allowed= 0.067" MAX LL DEFL = 0.015" @ 4'- 1.0" Allowed= 0.242" MAX TL CREEP DEFL = -0.030" @ 4'- 1.0" Allowed= 0.362" ,r 2-04 2-04 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed= 0.044" 1' 1' MAX TL CREEP DEFL= -0.000" @ 8'- 7.1" Allowed = 0.067" 12 12 MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" 9.00 7 N9.00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" M-4x6 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 8'I-3X5 Wind: 140 mph, h=20.4ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, �� _ 4� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1-6, Truss designed for wind loads I in the plane of the truss only. Truss designed as a Piggyback. Structural truss is below- 2x4 stripping required at 24"oc where continuous bearing i Aill , M A., shown. Join to bottom section of truss with 2-16d nails and top Mr section with 2-16d toenailed to stripping- Stripping spaced at 2'-0" oc maximum- Connections are for vertical gravity loads only- �� 10 11 12 ��: M-3x4 M-3x5 M-3x5 M-3x5 M-3x4 1 1 1 1 i 2-07-15 2-01-01 2-01-01 2-07-15 11 0-02-03 8-02 0-02-03 C... 'T EFF`sCS' R 2 '� 87022PE 9r' JOB NAME: RT ENGLISH STEP 5 FLEX - PHIPCAP N Ar Scale: 0.4858 C. �A n WARNINGS: I GENERAL NOTES, udese otherwise noted: OREGO VO�4i Truss: PH I PCAP 1.Bolder and erection=tractor should be advlsajd of at General Notes 1.This design Is based only upon the parameters shown and la for an Individual QIP 4 44 E R ,�`` end Warnings before construction commences,' building component.Applicability of design peramehro end proper 2.2s4 compression web bracing mud be installed re shown 4. Incorporation of component b the neponewlny of the br:tdlep designer. 3.Additional temporary bracing to insure ehbliny ng construction 2.Design assumes the top end bottom chards is be laterally bread at Is the responsibility of the ander.Additional p anent bracing of 2 o.c.and at 10'h:n respectively unless braced throughout Mak length). q. H E.P` DATE: 7/5/2016 ths overall structure is the responsibility of the !ding tlealgnec continuous sheathing such as plywood eneathing(IC)and/or drywan(SC). J.23 Impact bridging or lateral bracing required where shown 4 4 SEQ.: K213 3 0 7 4 4.No load should be applied to any component u I after an bracing and 4.Installation of trues Is the n.ponstbnity of the respectNe contractor. fasteners are compete and at no time should bads greater than 5,Design ae.umes trusses ars to be used Ina non-corrosive environment, EXPIRES:06/30/2017 TRANS I D: LINK design weds be applied to any component. end ars for condition"or use. 5.CompuTrue has no control over and assumes reepomibllny for the fi.Design assumes Ng aerirg et el supports shown.Shim or wedge if July 5,20 s fabrication,handl) shipment mcery. handling, pmeM and Instalhilon components. 7.Design assumes adequate drainage h provided. W.ml.deign h furnished subject to the Ilmnatio tet forth by 8.Plate,drat be loafed on both faces of trust,and pissed so their center TPI WICA In SCSI.copies of which nal be ed upon request. Ino.colndde with joint center line. Wee USA Inc./Compu7ruS Software 7.MILK 9.o:o:t.lntllah the or phis in Inches. 10.For basis connector pieta design value.sea ESR-1311,ESR-1968(Mriek) J Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Ctlatint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/q ener pe on joI (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 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 Q�/I G� 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ��� 11111P1/%1111"1111PA bracing should be considered. 3. Never exceed the design loading shown and never r � ce U � U stack materials on inadequately braced trusses. a Provide copies of his truss design to the ng For 4 x 2 orientation,locate O C7: C6-7 CS' 4 designer,erection tsupervisor,property ownerand plates 0-''i 'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. $ Unlessti not exceed 19%attime fabrication. PRODUCT ure content shall PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated b symbol shown and/or SYP represents values as published specified. �i Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek©All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® ( number whereowbearings crushing only. Min size shown is for crushing only. , 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Revieandis not w all portions of thisuse.design(front,back,words Plate Connected Wood Truss Construction. pictures) Reviewing pictures alone sufficient.before D BCSI: Design Standard fornBracing. BCSI: Building Component Safety Information, � �iTelke 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, 11 ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013