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Plans (64) 12- friS7)sci/T-- OcOS 5 / 3vele t;4)Aeulor(e-;ie7't 15-3 A4 Sr/1-012-- 001 00 f 3 OS 0 Sw 454 brils-/•-»7i-e: mwm.itc'-i /k57).0fi -.6u 101 13102. sw4t441e-iPtir Tr. 1SS'.�rsTavl>- Uvfo2, 13110 Sw /�1t,6r/glH� Tri. tc tST)�12 -Cvloj /311-1 sc✓ 4r1 /-i Trc. MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-322_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: R47867580 thru R47867594 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. ,,� ,,.\'‘ ',9, d/p 2 87022PE 9r N ycC‘Aj, OREGON q,"3 / 9(1AMBER 'N1 7 GSA. HE ' �. E : r. a a July 15,2016 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 1IPly POLYGON PL16-322_UPPER F01 Floor 2 I, 1 847867560 l Job Reference(optional) Pacific Lumber&Truss CO., -Beaverton,Oregon - - - 7.640 s Apr 19 2016 MiTek Industries,Inc..Fri Jul 1814:23:25 2016 Page 1 ID:5eV?tdj'YIzoX2xysiFDVpzsmUO-itXUyBs_W2LU?TXVptJrPaQyHscmvl DttGALobyxmQm I 1-9-12 I 2-6-0 I Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 o ao °b v 8 7 T�( , 3x5= / 3x4= 3x4= 1 011-p9-8-4 I 0.1 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) l/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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/TPI2007 (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. (Ib)-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. Rn 0 P Opp ,-\ ANG N ER `S/O 2 c'c'(/ 870 2PE yr N N y ' A), OREG N ti� 9FM O On SEFON S A. Heck EXPIRES:06/30/2017 July 15,2016 i I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev.10/03/2015 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 IMI « a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/W11 Quell),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 Clens Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47887581 PL16-322_UPPER F02 Floor 12 1 Job Reference(optional) _ Pacific Lumber&Truss Co.," Beaverton,-Oregon - . 7.640 s Apr 19 2016 MiTek Industries,Inc.-Fri-Jul 15 14:23:26 2016 Page 1 I D:5e V?tdjYiIzOX2xysi F D V pzsm U O-As5 s9XtcH MTLd d 5h M ag4xoz7xGwQe Qe05wwK2 yxm Q I 1 0-9-4 1 2-6-0 I Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 e a a _ Ie r5 ocg ?G 9 6 _ 111 10 e 9 8k 4x4= 4x8 = 3x8= 3x5= D-I 1 13-9-4 I 0. 137-12 Plate Offsets(XY)— 111:Edae,0.1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incl 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. (Ib)-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. �``�E) PROFFss <crN �CNG�NEF9 /0 - `r• 870 2PE 91-- N 7 SAT OREGON 9? <U�V APOsMBER �,� 4O OS A- HEckeP EXPIRES:06/30/2017 July 15,2016 I I -- A 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 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 MiTek t " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. sole 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867582 PL16.322_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016-MiTek Industries,Inc.Fri Jul 15 14:23:26 2016 Page 1 ID:5eV?tdjYilzOX2xysi FDVpzsmUO-As5s9XtcH MTLddSh Mag4xoz7tGwreRX05wwK2yxmQl I 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 I, e e e 0 c6 e e e fJ 17.1 10 9 8 3x5 = 4x8= 3x8= 3x5= 01118 15-1-4 I 0-'1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 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=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. ,v0 PR Opp ��\� �`NGiNEF'7 �o2y 87022Pi -y , OR GON q,c' <U �On�M8ER 'V1 �O S A. Hs?,\-\P EXPIRES:06/30/2017 July 15,2016 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wick®connectors.This design is based only upon parameters shown,and is for an individual building component,not IMIll . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall '! - building design.Bracing indicated h to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quoit'Crlieria,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 1 Job Truss Truss Type Qty Ply POLYGON R47867583 PL16-322_UPPER F04 Floor 6 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Beaverton,Oregon- -- -- ..:" 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 14:23:26 2016 Page 1 -.. - I D:5eV?tdjYi Iz0X2xysi FD Vpzsm UO-As5s9XtcH MTLdd5hMag4xoz7zGxceQN 05wvvK2yxmQl "I 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 o—/ L 0 e/e e 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 011-18 o-1 13-4-0 13-2-8 Plate Offsets(X,Y)— 111:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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/TPI2007 (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. �c \� �,N." R fC2 870 2PE 91- N cv -7 �'O), OREG N rye Q<C/� 9O 'M8 ER 11 OS A. HECk EXPIRES:06/30/2017 July 15,2016 4 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design void for use only with M7ekr connectors.This design is based only upon parameters shown,oral is for an individual bolding component.not MI • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quably Crtteria,DSB-89 and BCSM Wilding Component 7777 Greenback Lane Safely Informatlon avalable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Stifle 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867584 PL16-322_UPPER F05 FLOOR GIRDER 2 1 Job References. (optional) - Pacific Lumber d DIMS Co., Beaverton,Oregon - - --- - - - - -'/.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 14:23:27 2016 Page 1 I D:5eV?tdjYiIzOX2xysiFD Vpzsm UO-f2fENtuE2fbC FngtwILJU?V D8gEciNrGAKafStUyxmQk 1 1-10-4 1 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 e e / a a 5 -11111 O3 e - s e 10 9 e 4x8= 4x10= 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(X,V)— Fl:Edae,0-1-81,18:Edge,0-1-81.111:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.15 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.52 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/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=1049/0-5-8,8=1092/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2144/0,3-13=-2144/0,3-14=2144/0,4-14=-2144/0,4-15=-2274/0,15-16=-2274/0,5-16=-2274/0, 5-17=2274/0,6-17=2274/0 BOT CHORD 10-11=0/1265,9-10=0/2471,8-9=0/1569 WEBS 6-8=-1819/0,6-9=0/823,5-9=-278/0,4-10=-382/0,3-10=-307/0,2-10=0/1027,2-11=-1603/0 NOTES- I 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)152 lb down at 13-2-8,152 lb down at 2-3-0,117 lb down at 1-5-7,112 lb down at 3-0-10,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3,112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 Ib down at 12-7-12,and 118 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(Sj_Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,k;cd PR OFF Uniform Loads(plf) t(, cS' Vert:8-11=-5,1-7=50 <0 04GINEF9 c'V, Concentrated Loads(Ib) �� * Vert:6=112(F)3=112(F)2=152(F)12=117(F)13=112(F)14=112(F)15=112(F)16=112(F)17=112(F)18=152(F) 87022PE V- 19=-118(F) / (P Clt 7 '0,,, OREGO (.15.,.1,1./'P0ccMB ER v\ OS A. Hs?, EXPIRES:06/30/2017 July 15,2016 i I 11. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/47473 rev.10/0312015 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 a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall - -- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 1T e IC is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the •we fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DS8-89 and ICSI 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 R47867585 PL16-322_UPPER F06 FLOOR GIRDER 2 1 - Job Reference(oolill ona Pacific Lumber&Truss Co., - Beaverton,Oregon -' -. 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 14:23:27 2016 Page 1 I D:5eV?tdjYi Iz0X2xysiFDVpzsm U O-f2fENtuE2fbC Fngtwl LJU?V ISg HYNvOAKafStUyxmQk I 1-10-4 2-6-0 I Scale=1:25.7 3x4 I I 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 I I 1 2 3 4 5 6 7 • • e e • — 7- -_ _-- - ,, 0 a -....- 10 9 3x6 = 3x6= 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)- I1:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 lb uplift at joint 11 and 122 lb uplift at joint 8. 3)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 4)Recommend 2x6 strongbadcs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacics to be attached to walls at their outer ends or restrained by other means. DPR<<5" Sc. �c *87022 ' I y �41>, OR GON (FIN/0 •PO �MBER \1 �S A. Hev, EXPIRES:06/30/2017 July 15,2016 i t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/L7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 MITeIC is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 Vi R fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSS-89 and SCSI Building Component _ 7777 Greenback Lane Sally 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 R47867586 PL16-322_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon-. - - -- - ----- `- -_-- _--- -- -.7.640 s Apr 19-2016 MTek Industries,Inc.Fri Jul 15 14:23:28 2016 Page 1 -- ID:5eV?tdjYilzoX2xysiFDVpzsmUO-7EDdaDvspzj3sxF4U?sYOD2TZ4f56Q?JZEO?PwyxmQj I 0-11-4 2-6-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:11.3 111 EM III II MN I 1 illiiiiiiiiiiil NM ME a= r 5 m 44 3x4= 3x4= d1 3-8-4 I 1 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. <CQ,ED P R pFFss �,S.? "."" FR 1029 87022P, r -7 ''0j, ORGONti� �H 9O ''4,/SER Al .O OSA HEY` EXPIRES:06/30/2017 July 15,2016 4 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6111.7473 rev.10/0332015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing- !MeV is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualty Criteria,056-89 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 R47867587 PL16322_UPPER F08 Floor 14 1 — T._. Job Reference(optional) Pacikc Lumber&Truss Co., Beaverton,Oregon _ ,,.- 7.640 s Apr 19 2016:MiTek Industries,Inc:Fri Jul15 14:2328 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-7EDdaDvspzj3sxF4U?sYOD2S14g 16QsJZEO?PwyxmQj 2-6-0 0-11-12 0-6-12 4x41= 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:11.2 • • 0 , ao • o 7 51.5x3 II 3x4= 4x6 = 3-10-4 3-7-4 318-12 I 4-6- 3-7-4 d-1-8 0-8-4 0-1-8 Plate Offsets(X,Y)- 14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina" 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 Grav7=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)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 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 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(plt) Vert:5-7=8,1-4=80 ED PROF Concentrated Loads(Ib) "SCC-1(‘ `'R Fu's Vert:4=-125(F) 444 (NE�� , 8 12PE CV y SAT OREGO (15, 4N �O AMBERO1 �0 �s A. 1-1E \-4P EXPIRES:06/30/2017 July 15,2016 4 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11/47173 rev.10N3/2015 BEFORE USE. Design valid for use only with M7ek®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 design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mire It. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria DSB-89 and BCSI Betiding Component 7777 Greenback Lane Safely Inbrmalion available horn 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 R47867588 PL16.322_UPPER F09 Floor 15 1 .Job Reference(optional) Pacific Lumber&Truss Co.,- Beaverton,Oregon ---- -- - - 7.640 s Apr 19 2016 MTek Industries,Inc.-Fri Jul 15 14:23:28 2016 Page 1 - - ID:5eV?tdjYilzOX2xysiFDVpzsmUO-7EDdaDvspzj3sxF4U?sYOD2S64g16QnJZEO?PwyxmQj I 2-6-0 1 0-5-12 1 1 0-6-12 4't= 11.5x3 II 2 4x4 = 3 3x4 II q Scale=1:11.3 ____I " ocg K \ _ e 1.5x3 II 7 5 3x4= 4x6= 3-4-4 I 3-1-4 312-1a I 4-04 I 3-1-4 di 0-8-4 0-1-8 Plate Offsets(X,Y)— f4:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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 BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 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. (lb/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)Hengelo)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 Uve(balanced):Lumber Increase=1.00,Plate Increase=1.00 -- Vert:5-7=8,1-4=80 QED PRQFF S Concentrated Loads(Ib) s Vert:4=125(F) ��a okG(N EF/9 /(2* 87022Pi r 7 SAT OR GON ti9 QO 'PC EMBER 1� �S A. HE��P EXPIRES:06/30/2017 July 15,2016 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 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 , a truss system.Before use.the building designer must verify the applicability of design parameters and properlyincorporate 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 �r fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 QuaMy Cdleria,DSII-89 and SCSI Building Component- 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heishts.CA 95610 IJob Truss Truss Type YP Qty Ply POLYGON R47867589 PL16-322_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumbar&Truss Co," Beaverton,:,ssijori. ,- -. 7.640 s Apr 19 2015 Mr.-%Industries,Inc.Fri r,I 15 14 r7-. 101,3'Page 1 - - - I D:5e V?tdjY IzOX2xysiFD Vpzsm U O-bRn?nZvUaH rwU5g G2j N nZQbetITUPrt7Tnu8ZxMyxmQi 1 0.5-4 1 2-6-0 1 1 1.5x3 II 2 4x4 = 31.5x3 II Scale-1:11.3 J 2 O 5 4x4= 3x4= �11--9 3-2-4 1 3-0-12 Plate Offsets(X,V)- f5:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC201.2/TPI2007 (Matrix) Weight 18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 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=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. ��E D PRQFFss ��5 �NGI NE- - /� 2 4c 87022PE fire / N rN ,v �Ajro, OREGO iH 'pc443ER \1 �O OS A. HE.ck EXPIRES:06/30/2017 July 15,2016 r AWARN/NG-Verify design parameters d READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev.10A13/2015 BEFORE USE. Design valid for use only with MTek9 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 design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ■A;�el.." - -. is always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the 1YI R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quafy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA x314. Suite 109 Citrus Heinbts.CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R47867590 PL16-322_UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber 8 Truss Co., 'Beaverton,Oregon --- . - -- 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 14:23:29 2016 Page 1 " '- I D:5eV?tdjYi lz0X2xysi FD VpzsmUO-bRn?nZvUaHrwU 5q G2jNnZQbe7Tydro9Tnu8ZxMyxmQi 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 hi e e e i I Zig.- 0 / a e hre e f-1 lJ 10 9 6 tia 3x5= 4x8 = 3x8= 3x5= 0-11}8 14-11-4 I 0-1-8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 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=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. c? •q, �,G N F4)`r, k,. 2.9 cc 8 • 2PE ( r pv .5. N�Ar OREGO -4k// 9On'''OBER 1' S A. HECk EXPIRES:06/30/2017 July 15,2016 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NMI Design valid for use only with MTelc*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 design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Quail,/Criteria,DSI-89 and ICSI 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 95810 Job Truss Truss Type Qty Ply POLYGON R47867591 PL16-322_UPPER F12 Floor 24 1 Job Reference(optional) - _ - Pacific- Lumber&7r05-,Co.,-- Beaverton,Oregon - 7.840 s Apr 19 2016 MTek ledustr lou::Pt1-JUl i5 1423:26-2016.-Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-bRn?nZvUaHrwU5gG2jNnZQbeGT HrpHTnu8ZxMyxmQi I 0-10-0 I I 2-6-0 Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1 4x4 2 3 4 5 6 • 0 ,_. \ co6oct 0 0' .L.''''''''''''''''..'''''''.'s: e X 11' 9 8 7 4x5= 3x5= 1.5x3 II 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X.Y)-• f1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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(lb)or less except when shown. TOP CHORD 1-10=-001/0,1-2=309/0,2-3=309/0,3-4=927/0,4-5e_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. Co� AGNE .Q s/0 2 17 �f 87022PE tP c:Y < � �ATOREG N q,�QU� -Y0O48ERN1 S A.HE��P EXPIRES:06/30/2017 July 15,2016 I A 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 Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ._ Pal . 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 a f i to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . T IC is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualty Criteria,055-89 and SCSI Wilding Component 7777 Greenback Lane Safely Informa8en available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867592 PL16-322_UPPER F13 FLOOR GIRDER 3 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon .. -'.' - - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 14:23:30 2016 Page 1 I D:5eV?tdjYi Iz0X2xysiFD VpzsmU O-3dKN?vw6Lazm6FPSbQ uO6e7pCtF Ia7Jc0Yt6TpyxmQh 1 1-2-12 1 1-10-0 I I 1-8-B Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 2 39 8 4 5 6 7 ® NV V, \NN, ._—///).NN.N. -111411111114114141411%\—4111111/1"- \ e 13 e 12 11 5x8= 6x16= 3x5= 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(XX)— 11:Edge,0-1-81,110:Edcie,0-1-81,114:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.1312-13 >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/TPI2007 (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 puffins, 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(Ib)or less except when shown. TOP CHORD 2-3=2457/0,3-4=-2458/0,45=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) Vor t.-ta44--3-,9-9=80 Concentrated Loads �825(F)) G,"\��NG I PR ��F`s�'/O 1� ti R 29 870 2PE LP CV g \ . OREGO ti Opti 'AC AMBER 11 OSA. HO; EXPIRES:06/30/2017 July 15,2016 4 / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10103/2015 BEFORE USE Design valid for use only with MiTek®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 overal / building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,derivery,erection and bracing of trusses and truss systems,see ANSI/rill Quality Criteria,DSII-89 and ICS1 Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Chins Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867593 PL16-322_UPPER F14 FLOOR GIRDER 3 1 Job Reference(optional) PacificLumber&Truss Co., Beaverton,Oregon - - - _ 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 14:23:30 2016-Page 1 I D:5eV?tdjYi Iz0X2xysi FDV pzsmU O-3dKN?vw6Lazm6FPSbQu06e7m0tHgaD Pc0Yt6TpyxmQh I 1-8-4 I 2-6-0 Scale=1:25.4 3x4 I I 4x8= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 o e s e s 0 dr e a '� 10 9 4x6= 4x10 = 4x8= 4x6= I 1411-4 1411-4 Plate Offsets(X.Y)— 11:Edge,0-1-81,18:Edcie,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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/TPI2007 (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=873/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-1758/0,13-14=-1758/0,3-14=1758/0,3-15=-1758/0,4-15=-1758/0,4-16=-1867/0,5-16=1867/0, 5-17=1867/0,6-17=1867/0 BOT CHORD 10-11=0/921,9-10=0/2041,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/726,4-10=331/0,3-10=308/0,2-10=0/977,2-11=-1209/0 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 13-3-0,100 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. 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:8-11=-5,1 7=50 _(c s' P R�FC55' Concentrated Loads(Ib) CO GINE / Vert:6=-89(F)4=89(F)12=100(F)13=-95(F)14=129(F)15=-89(F)16=89(F)17=89(F)18=129(F) ,C?\ 'c '9' 029 ' 87. 2P 1-1 y ). #\3OREGO o 11i O MSER 1\ ON S A. HEiN�P EXPIRES:06/30/2017 July 15,2016 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,notMN a truss system.Before use,the building designer must verify the appficability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - - MITek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1'TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane - Safely Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Suite 109 Citrus Heiatds.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867594 PL16-322_UPPER F15 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co,, ---.--Beaverton,Oregon - - . - 1 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 1514:23:31 2016 Page 1 ID:5eV?tdjY Iz0X2xysiF DVpzsm UO-XpulCFxk6u5dkO_f98P Ferg_m HfEJInmFCdfOFyxm Qg I 1-5-12 I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 0 8 7 3x5= 3x4= 3x4= 071-69-4-4 I 0.1 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 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:46 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=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=0/330,2-0=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. 2 4f 870 2PE "7 r". y �'0,, OREG N cls Q<U 9O FMBER .\\ On A. -i - EXPIRES:06/30/2017 July 15,2016 4 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wok®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 overdl building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/11l1 Qualty Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. SuBe 109 Carus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,y p 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury ra= Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0_7/T�„ 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 s _ O .. p bracing should be Considered. o i s n O �� 3. Never exceed the design loading shown and never r ■-� stack materials oon hInadequately braced trusses. For 4 x 2 orientation,locate ~ C7-8 c6-7 C5-6 4 designer,er,erectiontsuis tervisoesigtthe building g p property owner and plates 0-'nd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead bad deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that qii" Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling Is Installed,unless otherwise noted. BEARING established by others. se".. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. vl reaction section indicates joint number where bearings occur. lit ® ( unless indicated otherwise. �� 17.Install and load verically N Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,hedfh or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. mifeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek3 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE© PROpe e3 NGINEF4 4.,9 87022PE N N <`'oj, OREGON '5006, BER 1,' �p OSA HERS/ . " : .. • '1 0 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 ANSI/TPI 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 for 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 ANSI/TPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" 2OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, !OUTS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 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 T 12 12 IIM-4x4 12.00 [773 N 12.00 i I 1.1 M M ///////////////II!//////////j//////f/////////////l//////!///////////////////// 1 00 1 M-3x4 M-3x4 y y y y \ F 1-00 10-00 1-00 .ciY6+ \�\ /OS 29w '� 87022PE v JOB NAME : RT ENGLISH STEP 5 PLEX - Al Scale: 0.9072 /j N WARNINGS: O.ma de gs a b unless otherwise parameters meter "j �� 1.Bustler and erection contradp should be advised of and General Notes t.This design la based only upon the parameters shown and R for an Individual T, OR EG O ti�4�J~ Truss: Al and Warnings before conamdbn commences. building component.Applicability of design parameters and proper A (� 2.7A4 compression web bracing must be inMWed where shown 4. incorporation of component la me responsibpky of the Wilding designer. /O `�/'/fin BER 1' P\4 3.Additional temporary bracing b Run debt y during canetrudlan 2.Design assumes the top end bosom drone to be laterally braced at On I'DD is the responsibility of the erector.Additional permanent bracing of 7 ase.end at 10'o.e.respedNely unless braced throughout lair length by J continuous sheathing such as plywood shsathing(TC) •end/or drywel(BC). v d. N '� DATE: 7/1/2016 the overall structure la IM responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l I7 SEQ.: K2133024 4.Nebed sauld be applied 1a ray component will after all bracing and 4.Installation dimes responsibility esposibawaf thn%nspdhe contractor. fasteners are complete and at settee should erg loads greeter then end tie far^dry trues..of to be TRANS I D: LINK design bads be applied to any componecomponent.mpent. 8.Design assumes full bearing al all support.shown.Shim or wedge if 5.Compullwasnocontrolover and assumes noresponsibility for the ceaury. EXPIRES: 06/30/2017 fabrication,handling,shipment and lnetellatbn of components. 7.Design assumes adequate drainage Is provided. July 5r2016 6.This design is furnished sub)egl to the Ilmia albeat forth by 8.Plates sal be located on both faces of truss,and placed so their center TPWNTCA in SCSI,copies of which will be NmMed upon request. linea coincide with Joint renter lines. B.Digits indicate sire of plate in inches. MiTek USA,Ina./CampuTrus Software 7.6.7)1L}E tO.For basic connector piste design values see ESR-1311,ESR-11/88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 543 3- 9=(-236) 225 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 KDDF STAND 3- 4=(-633) 240 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. *" For hers BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ger specs. - See approved plans 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" f f f 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 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" i f 1' 1 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 12.00 177 M-4x6 N 12.00 4.0" Design conforms to main windforce-resisting q system and components and cladding criteria. M-3x5 71tM_3X5 M-3x5 • Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 ,M-1.5x4 End vertical(s) are exposed to wind, M-3xTruss designed for wind loads in the plane of the truss only. M-1,5x3 M-3x9 M-3x5 3 Truss designed for 4x2 outlookers. 2x4 let-ins 1/ ' 111 �t of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5X9 Outlookers must be cut with care and are permissible at inlet board areas only. ill o M 3x f,I'/I ,l, 4 r. No 9N.1 l .. M o M-3x9 ,o 78 10 .6 o M-1.5x3 M-3x4 M-3x4 i 0 M-5x8 1 1 1 1 7-11-02 4-03-09 4-10-05 1 1 1 1 1-00 7-07 11 9-06 1 EQ 1 7-09-06 0-02-06 9-03-10 1 e ,Co' ‘AG PNEFes`r/O 17-01 Q42 87022PE 9` JOB NAME : RT ENGLISH STEP 5 PLEX - B1 Scale: 0.2074 NIN WARGS: GENERAL NOTES, unless otherwise noted: 1Bolder and erection contractor should be advised oral General Notes 1.This design Is based only upon the parameters shown and le for an indMNduel Aj, OREGON 4<v� .Truss: B 1 en8 Warnings before construction commences. building component.Applicability of design parameters end proper 2.23Woompresstnn web bredng must be installed where shown+. incorporation of component is the responstbNlty of the building designer. ..P,,,, A'� �At 3.Adelonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom MOMS to be roterelty bread N 'V, Isla responsibility o!Bre erector.Additional permanent bracing o! 7 o.e.and al 70 a.e.respectively unless braced throughout their length by DATE: 7/1/2016 tlm wren atruclm is me roeponrbnny of the building designer. continuous sheslbing such es ptyweod sheathing(TC)and/or dryvel(BC). OS /N. HE E� 4.Noised Nwuid be applied to an b 3.2r Impact bddging or lateral bracing required where shown++ e1 rT SEQ. : K2133025 ppl ycomponentunafterallbracingand 4.EstagatbnumetsIstheresponsibilityofthereapediveconbad°, feigners are complete and at no time should any loads greater than 5.Design assume teases are to be used Ina non-corrode environment, d es ee tad to an nt. and are for"dry condition"of use. TRANS ID: LINK sly^beds bYcompo^° A Deign assume NA bearing at al supports shown.shim or wedge if EXPIRES:06/30/2017 5.Goebel-nos Ma no control over and assumes no responsibility for the °wry hlaka Q ation,handling,ehlpment and installation of components. 7.DeCSn assume adequate drainage is provided. July 5,2016 8.The design is furnished subject to the limitations el forth by 8.Plates shell be located on both faces of noss,and placed so their center T V WTCA In BC51,copies of which will be furnished upon request. ones coincide with)oil conter lines. Vila USA,Inc./Cont uTrus Software 7.6.7(11_)-E g.Digit°indicate Nae of plate in inches. MiT PI0.For bask connector plate design values see ESR.1311,ESR-1008(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 543 3- 9=(-236) 225 BC: 2x9 BODE 41&BTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x9 KDDF STAND '� 3- 4=(-633) 240 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -90) 130 TOTAL LOAD = 45.0 POE OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORN BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 BODE ( 625) ** For hanger specs. - See approved plans , LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. }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^ @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1^ Allowed = 0.539" 1' ' ' 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 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 'l' '1' 1' 1 1' MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 7 Q 12.00 4.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 M-3x4 /\ rn 0 N 9 M o �M-3x9 ,I o o la 7 8 0 **6 0 '� M-1.5x3 M-'x4 M-3x4 I 0 M-5x8 l l l l 7-11-02 4-03-09 4-10-05 1 1 l l 1-00 7-07 ll 9-06 y ,;(,Ep PPOpe y 7-09-06 0-02-06 9-03-10 y �\c' NG�NE - S 17-01 a� 870 2PE Pr JOB NAME : RT ENGLISH STEP 5 PLEX - B2 Scale: 0.2074 +� WARNINGS: GENERAL NOTES, mi..otherwise noted: 'j N'' 'r o_ AA'' /'V Truss: B2 and Wamings before consrrudkn commena1.Builder and erection contractor Mould be a do/al General Notes bTuilding componeMdesign is tlAppllaonly bilfy of n the design parameters erameters shown nd ndiproper individual fs A7,�OREGO CL� "V 2.204 compression web bracing mist be Installed where shown 0. incorporation of component is the reeponstbNm Orme building assigner. SCI `4 E R 1� Q.a 3.Addtkrel temporary bracing b Plane stebley during conetrualkn 2 Design assumes the fop and bottom chords to be laterally braced al Is the nsponwblWty of the erector.Additional M bracing of 2 Dies and at 17 asci respectively unless bracedOlf)throughout their I. by O.0 Pere continuous sheathing such as plywood sheathing(TC)endror drywaN(SC), V I, He.- DATE: 7/1/2016 the overall etrudure la the rewenslbNNy of ms building designer. 3.W Impact bridging or lateral brodng requked where shown*+ �l SEQ.: K2133026 Na toed etrould be applied to r fly component until alter an bracing end 4.Installation oslaa the he sposiblityf used thnon-corrosiveadecontractor. fasteners are complete end at no time sberM any bads greater man Design assumes design loads be applied to any component. and are for"dry condition.of nee. T RAN S I D: LINK 8 5.CompuTrus has no control ovbr and mann no responsibility forme B.Design assumes fug beating at all supports shown.Shim or sedge if EXPIRES:06/30/2017 febrkelbn,handling,shipment and Ins oration f components. leery �N 7.Pesign laters shall sadedon drainagefsnu is ,ed. July 5,LO16 8.This design Is furnished subject to the NrMlatlere all forth by S.Platen shah be holed on both laces of Was,and pend so their center TPNVTCA in SCSI.copies of which will be furnished upon request. Ines coincide W M joint anter lines. 9.Digits indkate alas of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E to.For bask connector plate design values see ESR.1311,ESR-1988(MiTek) I This design prepared from computer input 9 P P P P by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5378) 876 1- 8=(-590) 3520 8- 2=1 -278) 1936 5-13=(-2100) 358 BC: 2x6 KDDF #1&BTR 2- 3=(-3860) 730 8-11=(-588) 3500 2-11=(-1258) 312 13- 6=1 -708) 9920 WEBS: 2x9 KDDF #16BTR; LOADING 3- 4=(-3890) 739 9-10=1 0) 0 10-11=1 -90) 628 19- 6=1 -212) 1354 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5312) 914 10-12=1 -2) 24 11- 3=1 -969) 5090 6-15=(-5598) 918 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF CO- 0.0" TO 18'- 11.5" V 5- 6=(-5780) 968 12-13=(-944) 6019 11- 4=(-1808) 424 15- 7=1 -58) 22 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 495.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=( -44) 59 13-19=(-940) 2882 11-12=1 -564) 3920 BC LATERAL SUPPORT <= 12"OC. VON. 14-15=(-440) 2882 4-12=1 -386) 2242 ADDL: BC CONC LL+DL= 547.0 LBS @ 17'- 1.0" 12- 5=(-2942) 528 J'- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: 0'- 0.0" -812/ 9978V -203/ 252H 5.50" 7.96 KDDF ( 625) XXBOT9" oc in 1 row(s) throughout 2x9 top chords, TOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 18'- 11.5" -873/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 botteet chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs. IDOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 7-11-02 6-07 4-05-06 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 1' 1' 1' 1' MAX LL DEFL = -0.064" @ 11'- 3.5" Allowed= 0.601" 4-03-01 3-08-01 3-02-10 3-04-06 2-06-14 1-10-08 MAX TL CREEP DEFL = -0.146" @ 11'- 3.5" Allowed= 0.902" T f T ' T T T 12 12 MAX HORR. LL DEFL = 0.016" @ 18'- 8.0" M-4x6 MAX HORIZ. TL DEFL = 0.029" @ 18'- 8.0" 12.00 7" N12.00 4.0" 3 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, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 'M-3X5 Truss designed for wind loads M-3X5 IIIIin the plane of the truss only, 2 '` • M-5x6 M-1.5x3 M-9x10 6 7 -/ M-5x10 .� rn �e. ■ o o /A 3�!!i I o 1 8 .-I 11 \I M-3x6 I 1 �.� O tV �n �r.ur,�V CO Cs nee eiY�i „+ 910 12 13 14 - 15 M-1.5x3 M-4x10 M-4x6 M-3x8 M-7x8 M-4x6 l l 1 y 1 ir5470 , 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06 1-10-08 J• l y 1 7-07 ll 11-04-08 1 EpPR f 7-09-06 0-02-06 11-02-02 y ��Ca��NG N .dip 18-11-08 c4, 2 `<' 870 2PE 9<'" JOB NAME : RT ENGLISH STEP 5 PLEX - BGIRD Scale: 0.2138 WA 1.BOW. GENERAL.Thisdgnhb, orderotherwise param te: \`- OREG N ti�Oe&, 7.BOW and radios contractor on ee be,,meed of all General Notes 1.This design ce a based only upon the paramate r showne.tsr end l sip r individual �� Truss: BGIRDand Wamingsbefore dorm:Poncommenae. wlldingcomponent.Applicability ofdesgnparameter.andproper A 2.Dob compression web bracing must be Instalad where shown", incorporation of component a the responsibility of the building designer. / ii-SER '\' 3.Ad/bnal temporary bracing to inure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at �„• 'y' �. Q b M raeponeb:Ity of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c,respectively unless braced throughout their length by O DATE: 7/1/2016 theeveran errant lame respansibely of the balding designer. 3 23Imp ct baddging or such bracing apeg re uiredw ere s angor cryw.gec). C1 A �^n Impact bridging or lateral required where.hoar. V , H G`` SEQ.: K213 3 0 2 7 4.No bed should be applied to any component until after an bracing and 4.Installation of truss Is the reeponlbalty of Me respective contractor. araners are complete and ales time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D: LINK drip bads be applied to any component. and are for"dry condition"of use. 5.CaepuTrus has n control over and assumes no responsibility for the 6.Design.cams.NA bearing at al supports Shawn.Shim or cadge if EXPIRES: 06/30/2017 necessary, fablTb dakn,banding,shipment and installation of components. 7.Design assumes adequate dtsinge is provided. July 5,2016 6.Ttbe design a furnished subfed to the limitations eel form by B.Pates ansa be located on both faces of truss,and placed aft their anter TRIWTCA In BCSI,copies of which nil be furnished upon request. stns coincide van Joint center linea. 9.Digits indicate size of pre m Inches. Mitek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For bask connector plate design values sea ESR-1311,ESR-1988(Weft) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 98 2-4=(-149) 195 BC: 2x8 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -16) 8 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PIP 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 LRS @ 2'- 0.0" SINGLE MEMBER AS SHOWN. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I1OND. 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 lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.018" @ 1'- 11.2" Allowed = 0.149" MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" " MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 3-02-09 0-03-12 f 'I' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 Wind: 140 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 3 End vertical(s) are exposed to wind, Truss designed for wind loads /1110 in the plane of the truss only. fI 0 CV I m� o ail I 1_. 4 M-3x9 M-3x8 7174 3-02-09 0-13-12 1 y 3-06 �tiei 0 PROF,c�,d' �c�,cc? �NGI N E -6, /0 ,' 870 2PE yv JOB NAME : RT ENGLISH STEP 5 PLEX - CGIRD - Scale: 0.5225 .J '^ WARNINGS: GENERAL NOTES, urdeasethendse noted: eje V'� t.Binder and eredlon noMrad r Would be advised of all General Notes 1.Tills design Is based only upon the parameters shown and la for an Individual OR EG O �� :::ss : CGIRD and Warnings beforeaonetru Ioncommenaew building component.ApplWbAAyoideeignparameters and proper i% Q 2.2a4 compression web bradn must be Inwp.d whare mown.. incorporation of component fa me responsibility of the nursing designee �0 Mg E R 1N P� 3.Additional temporary bracing o Insure stability during canstructlon 2.Design assumes the top and bottom dohs to be laterally braced at O Is the responsibility o!Ire aro r.Additional M Oreelnp of T o.e.and et 1tl o.e.respecthroN unless breed throughout their length by Cl permanent continuous sheathing such as plywood Weething(TC)and/or drywati(BC). V d' HE E� : 7/1/2016 me overall structure Is the re neibAAy of the building designer. 3.Z.Impact bridging or Wend bracing required where shown++ 1 I7 SEK2133028 4.No bad should be applied to ray component Nail alter all bracing and 4.Installation oluusslathe responsibility of the respective contractor. 4' Nail fasteners are complete and a no time sheep any loads greater than 5.Design assumes trusses aro to be dine noncorraehe environment, design bade be applied to a component. end are for"dry condition"el use. TRANS I D: LINK s.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes ufi bearing St all supports shown.Shim or sedge II EXPIRES:06/30/2017 m, fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 5,20 6 a This design N furnished subject to the limitations set forth by 8.Plates shall be located an both feces ol truss,and placed so their center TPWWTCA In BC51,copies of With MI be kanMed upon request. lines coincide with)ant center lines. 9.Digits Indicate sire al plate In inches. MiTek USA Inc./CompuTtus Software 7.6.7(1L)-E IN.Far basic connector plate design values see ESR-1311,ESR-1698(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 21'— 2.0" 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 #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=24.2ft, 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), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. as 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. Sable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF 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. 11-07-11 9-06-05 1 T 'I 21-02 1 Q 12 12 TIM-4x4 9.00 2 9.00 NN —r 0 lgl I0 ,—I /— =‘.'‘.,,,,M1.1.1111, 11.11.11111111.,,,,,,,,,,,.............. . 1 4 6 H iyy <� �—oo6-11-08 14-02-0e NGN� 0/y 1.5? 121-02 9 `r` 870 2PE • • JOB NAME : RT ENGLISH STEP 5 PLEX — D1 Scale: 0.2973 CP c‘i / ''• WARNINGS: GENERAL NOTES, udese otherwise noted: \`A. OREGO q. �'V 1.Bahr and erection comrador should be advised of al General Notes 1.this design Is based only upon the parameters shown and is bran Individual IP Truss: D1 an/Wamligs before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing moat be installed where shown v. incorporation of component h the reepansiblltty of the building designer. �O •�A iSE+ ,a P�4 S.Additional temporary bndng to Insure ehblllty during construction 2.Design names the top and bottom chords to be laterally braced at �/ R T I°M rswocalauH of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/1/2016 the overall structure b the responsibility of the bulltll designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). SA. u C��N ng 3.2.Impact bridging or literal bracing required where shown++ I-7 G SEQ.: 1(213 3 0 2 9 4.Noised should be applied to any component untilalter all bracing and 4.Installation Ohms Is the responsibility of the respectNea contractor. hpners are compete and at no time should anyy loads h m ads greater than 5.Design assumes trusses are be used a non-corroshe environment, e loads be applied to nt. end are for'dry condelon•of use. TRANS ID: LINK ae0^ anycamv°"° 6.Design assumes fulbearing atalsupporhahawn.Shim orwedge If EXPIRES:06/30/2017 5.CoMpuTrus has no control over and assumes no responsibility for the eseary hlsisetlon,handing,shipment and Installation of components. 7,Design assumes adequate drainage is prodded. July 5,2016 8.Thi design is furnished abed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their ceder TPYWTCA In 0151.copies of which nil be furnished upon request lines coincide wlh Joint center lines. 9.Digits Indicate aloe of plata In inches. Wok USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1g.For bask connector plate design values ase ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • IC: 2x4 KDDF #SSBTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-234) 241 8- 2=(-1081) 241 4-12=(-465) 219 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=( -2) 10 2- 9=( -106) 715 12- 5=(-212) 581 WEBS: 2x4 RIDE STAND 3- 4=1-1113) 261 10-12=(-178) 878 9- 3=( -463) 164 12- 6=1-253) 166 LOADING 4- 5=( -813) 270 12-13=(-123) 687 9-10=( -185) 789 6-13=(-152) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -814) 294 13-14-) -26) 45 3-10=( -43) 212 13- 7=1-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -931) 207 11-10=( 0) 51 7-14=1-910) 223 TOTAL LOAD = 45.0 PSF 10- 4=( -26) 232 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2-9,6-7x13 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -243/ 256H 5.50" 1.78 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) " For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1'I '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 = -0.001" @ -1'- 0.0" Allowed= 0.067" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" .1' '1 j' MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed= 0.675" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 / MAX TL CREEP DEFL = -0.052" @ 6'- 9.8" Allowed = 1.012" MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 IM-9x9 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.00 7 ' 9.00 4.0" 5 ,f.7( Design conforms to main windforce-resisting Nsystem and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=6.D,BCDL=6.0, ASCE 7-10, 1/1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 • 3 2 ti ip /- Fie r 0 10 '-1 12 13 •♦14 �� r 1 M-3x8 M-1.5x3 bad 9 0 ti 8 9 M�X8 -t �M-1.5x3 M-3x8 M-1.5x3 Jr Jr Jr Jr Jr 1 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 1-00� 6-11-08 Jr 14-02-08 Jr �\c ' GINE SSW 2 21-02 Cr 87022P�: 1- JOB NAME : RT ENGLISH STEP 5 PLEX - D2 Scale:otherwise 0.2134 - 14, `r N ^' WARNINGS: GENERAL NOTES, unless othese noted: `'• 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters down and Is for en Individual 7 "'c OR G O N ti� /4/ Truss: D2 and Warnings before construction commends, building component.Applicability of design parameters and proper 2.204 compression web bratlng must be metalled where shown e, incorporation of component la the responsibility of the building designer. �0 �j�A�y EFt .`� �N 3.Additional temporarybrad to Insure stability doing construction 2 Design assumes the tap and bottom chords la be laterally braced al 1. I'O T o.e,and at 1 O o,e.respectively unless braced throughout their length by O.C1 Is the nyadlbllty of the eradah Additional at permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). V d. L,J e , DATE: 7/1/2016 the overall structure Is the respomiblly of the building designer. 3.2s Impact bridging or dere!brsdng required where ehovm,. I l t'l SEQ.: K2133030 4,No load should be applied to any component until after all bracing end 4.Installation Design letionnoofttrussisthe theesmb�.�eiyoftd in h �ctiveevene t environment, fasteners ere complete and at no time should any bads greater man end ra for"drycondition.es duere to be TRANS I D: LINK design neds be applied to any component 8.Design assumes full bearing at at suppons shown.Shim or wedge 11 anea 5.Comp/True hes no control ovir and earno responsibility for the ,,nary. EXPIRES:06/30/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. July 5,206 8.This deign d b gn le furnished sub(ethe limitabee)*set forth by 8.Plates shall be bated on both fads of truss,and placed so their center TPWRCA in BCSI.copies of Mich veil be Nmbhed upon request. Anes eoinclde with tokd dinar linea 9.Digits Indicate sire of plate In inches. MITek USA,Irro,ICompuTfus Software 7.6.7(1L(.E 10.For beak connector piste design veluea see ESR-1311,ESR-1888(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 #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-442) 213 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 4=(-211) 566 WEBS: 2x4 KDDF STAND 3- 9=( -796) 270 9-11=(-169) 898 8- 2=(-979) 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( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 204 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-19=( -26) 45 10- 9=( 0) 53 6-14=(-899) 221 TOTAL LOAD = 45.0 PSF 9- 3=( -18) 206 M-3x4 where shown; Sts:1-3,5-6,13 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** Forhanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -196/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -146/ 991V 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 11-04-11 9-06-05 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 0.667" f fMAX TL CREEP DEFL = -0.049" @ 6'- 7.8" Allowed = 1.000" 3-05 3-04-08 4-07-03 4-04-09 5-01-12 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" 1' ' ' ' 't' '( MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 I IM-4x4 9.00 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 9 ,. , Al Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 11°111111111I"' . (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. 3 o i cr)I `�-�IS9 ' 3 ' Ol 13 �14 �,-1 o M-3x8 N M-1.5x3 .-+ f 7** 8 ti M-1.5x3 M-axe 12 M-3x8 M-1.5x3 y 1 ) ,1 1 ,1 ) 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 l ) y y 6-09-08 y 14-01-08 l �p F 13-00 6-02-08 7-11 l (.1.,c;<<'0.46I E�,S/O 20-11 tc, `�` 870 2PE• P. JOB NAME : RT ENGLISH STEP 5 PLEX - D3 Scale: 0.1965 N� ' N WARMb6: GENERAL NOTES, unless otherwise rested: � Truss: D 3 1.&oljder and erection contractor should be advised of al General Notes 1.This design k based only upon the parameters shown and N Nr en Individual -q SOT OR EG O 9.9 O<v{ aMMkmings before conebudbn commences. building component.Applkabilily of design parameters and proper -V 2.2x4 eampremion web bracing must be Installed where shown*. incorporation of component k me rosponsibANy of the building designer. �{ .s 2.Design assumes the top and bottom chords to be laterally braced et CI �*V/� 3.Adrbnal temporary bracing b insure stability during construction Y o.c.end at 10 o.c.respectively unless braced throughout their length by ER Is the rospomin r of file erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). OS ^ H + DATE: 7/1/2016 the overall structure k the responsibility of the building designer. 3.2k Impact bridging or NNW bracing required where shown** �l I� SEQ.: K2 13 3 0 3 1 4.No bad should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respedroe contractor. felon's are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANSads be 1 dto an and ere for"thy condition"of use. I D: LINK de bp 5.CgopuTrue hes no control over and assumes no responsibility for the 6.Design assumes NI bearing at all supports shown.Shim or wedge If C EXPIRES:06/30/2017 hbglbInstallationn,handling,shipment endInstallationcomponents.tlon of components. 7.Design assumes adequate drainage is prodded. July 5,20 6 6.Thbdesign Is Nmished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPW,fTCA in SCSI,copies of which wig ba fumkhed upon request. lines coincide with joint center lines. MRNr USA,Inc./Com UTr119 Software 1 L 7.6.7 E 8.Dies Indicate size of plate In inches. P ( )- 10.For basic***dor plate design values see ESR-1311,EMI gee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-743) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x4 KDDF STAND 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 LOADING 4- 5=(-753) 184 9-10=( -41) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 471 BC LATERAL SUPPORT <= 12"01. 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 IOPSF 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=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" f f f 5-10-15 5-05-11 4-06-09 4-11-12 T T 4' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x4 9.00 17 Q 9 OO Wind: 140 mph, h=24.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.O, NWFRS(Di r), load duration factor=1.6, A-yr End vertical(s) are exposed to wind, /i4 Truss designed for wind loads in the plana of the truss only. 4 2 4 o 0 f o y 4111111111111111N p, 1 M ,i f y " 1lo14PI `I y- 6 e+M 7 lD -1.5x3 0.25"8 9 M-1.5x3 M-sxa(s) ED PR Of y 5-07-07 y 5-09-03 1 4-10-01 y 4-08-04 y �`Co' tAG,�NE&-c-v l zo-1187022Pr 9v JOB NAME : RT ENGLISH STEP 5 PLEX - D4 Scale: 0.2160 WARNINGS: GENERAL NOTES, melee onoted: -S7 ``' OR GON N r15) ^�� I.Bolder and erection contractor*ovld be advised of e1 General Notes t.TM design is based onlyuponn the Ina parameters shown and is for an individual7 (1/4../ Truss: D4 end Warnings before contraction comm.rwn& building component.ApplcebNty of design parameters and proper 2.2x4 compression web bractog rams be installed where.noun,.. incorporation or component N the raepunsiblity or the building designer. 3.Additional temporary bracing to lour.astray doing ansiruclion 2.Design assumes the top and bottom aroma to be laterally braced at �O Mg E R 1� � Is me responsibility of the erector.Additional permanent bracing of 2 ollnuor saehaelhing suaPoi es respectively eN elhing(TC)endlor dryweil ut their length by DATE: 7/1/2016 the overall structure is the responsibility of the building designer. 3.Se loped bridging or lateral bredng required where shown s. A S. TiER SEQ.: K213 3 0 3 2 4.No bad should be applied to dry component until alter all bredng and 4.Instalatien of truss la the respensbRy of the nepedNe contractor. fasteners era compete end artno time should any beds greeter than 5.Design assumes trusses are to N.used Ina nencorrocNe environment, TRANS I D: LINK design wads be applied to a component. 5 end re for full beadng r of supports.nown.snim or wedge K 5.Cempurms hes no control over end assumes no responsibility forme ;,;,ry"""e' "0° d°° EXPIRES:06/30/2017 f.bikegen.handling,shipment end w.tee.eon of components. 7.Design assumes adequate drayage is provided. July 5,2016 8.This design I.furnished subplot to the IlmlWam eet bran by 8.Mates shall be sated on both feces of truss,and placed so their center TPVNRCA in SCSI.copies of whkh von be Milled upon request. Ines coincide vmh joint center lines. B.Digits Indicate sire of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For baste connector plate design value.sea 158-1311,108-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" 'COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. TC: 2X9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-03-12 0-03-12 T T 1' 12 4.00 17 M-1.5x3 4 3 --/ o 0 .....111111111111111111111111111111111111111111 Lo 0 .a � I co I 1 aw � of �� 5 6 M-3x9 M-1.5x3 l l l 1-00 3-07-08 �y5,c P R mess �<0 0NGI NE��4 �° �w -9 87022PE � . JOB NAME : RT ENGLISH STEP 5 PLEX - El Scale: 0.6986 V. o-,-:z(--‘-i.--4, � s /�� WARNNOB: O.This GENERALNOTES,IS b, unless nthrwise epms parated:meters ^'4$'19, OREGON ",, 4/ Truss: E 1 1.Bolder and s before construction should be commences. advised of al General Notes 1.Thisdesignco is based only pl cabn the p esign parameters strewn and p by an individual -l7 �+ ares Vamings bebro conatruabn commences. bulldlrp component.Applicability of design perametero and props 17 ..'3)., t'1 2.2x4 compression web bracing must be Installed where shown.. incorporation or component Is me responsibility of the building designer. J'^O�A-� ��V 3.Additional temporary bracing to Inure stability during construction 7.Design assumes the top end bottom chards to be laterally braced al C, 'V' ii/x lades rosponstNlty o!the erector.Additional permanent bracing of T o.c.and at 1O do.respectively unless braced throughout their length by DATE: 7/1/2016 mewerell structure is me responsibility of the building designer. continuous sheathing or such as acvg reood meet where s ownand/.drywel(BC). ' c 3.2a Impact bridging or th oral bracing required where nouns.. G. SEQ.: K2 13 3 0 3 3 4.Noised mould be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. hWt ners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In it rencorrosNe environment, TRANS I D: LINK design loads be applied to any component. and.re for"dry condftion"of use. 5.CeepuTrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing N all auppods Mown.Shim or wedge if EXPIRES:06/30/2017 hmWtlon,handling,shipment sod installation of components. 7. 7. adequate July 5,2016 6.This design h furnished subject to the IlmHatbna set farm by B.Plates shall be bated on both feces of truss,end placed so their center TPWa'TCA in SCSI,copies of which Atli be furnished upon request. lines coinGde elm Joint center lines. MITMc USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate sire of paste In Inches. p ( to.For basic connector plate design values see ESR-1311,ESR-1888(Mink) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x4 KDDF 81OBTR SPACED 24.0" O.C. 2-3=(-56) 34 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 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 ERG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 334V -13/ 44H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 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. Ir 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" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 ' MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 -1 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. I I r 0 I l0 0 I Lo .-I rvt 1 _ _ 1 2 5 O M-3x4 M-1.5x3 1 l ni 3-03-12 0-03-12 } ci l 1-00 3-07-09 ,<<= a PRQPFss 5,5, �NGiNFeR /p?y 87022PE / <' JOB NAME : RT ENGLISH STEP 5 PLEX - E2 Scale: 0.6296 N WARNINGS: GENERAL NOTES, uness otherwNe noted: (N� 1.Builder end erection conked should be edvNsd of al General Notes 1.This design Is based only upon the parameters shown end b for an individual �A� OR EGO r �e Truss: E 2 end Warnings before con commence. building component,AppmeNIfty of design parameters and proper ` 2.2r4 compression web brad" must be Intellect Mere shown., IncorpoMlon of component Is the responsibility of the building designer. �jti ��h ER 1� ��wi 3,Additional tam brad Insure stability during construdbn 2 Design assumes the lop end bottom dards to be laterally braced al 1.© U fiery 7 o.c.and al 10'o.c.reepedWaly unless braced throughout their length by C1 Q Is the responsibility of the ere -Additional permanent bracing of continuous eheelhlng such as*mod sheathing(TC)endbr dryweA(BC). V d• Fi `` DATE: 7/1/2016 the overall structure Is the a stbltiy of the bolding designer. 3.2i Impact bridging for lateral bredng requited where shown.. 1 I-� SEQ.: K213 3 0 3 4 4.No bad Mould be applied to ny wmpon.M with alter all bracing and 44.,DesignInstallation trn trusses isthe respo responsibility lthe In h resp..dnes nentr.tae,. , fasteners are complete and a ra time should any beds greater than design loads be applied a any component and are for"dry condition"of use. TRANS I D: LINK B.ComWTrue Me no control ovgr and assumes no responsibility for the B.Design assumes as bearing el all supports shown.Shim for wedge If EXPIRES: 06/30/2017 mmmfabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. July 5,201 6 S.ThIs design Is Nmlehed subject b the hmllalbro set forth by B.Plates shall be located on both faces of truss,and plead so their center TP WJICA In BCSI.cope.oriwlach nil be furnished upon request. Ines coincide with joint center linea 9.Digits indicate eke of plate In Mahe.. Mi?ek USA Inc./CompuTtuc Software 7.6.7(1L)-E 10.Far beak connector plate design values see ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 RIDE' #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RIDE' #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End verticals) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. K-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-07-04 5-07-04 1 4 T 12 12 NIM-4x9 9.00 9.00 2 N_N f _, o i i 0 0 cf 01 9 5 0. y 1-00 y 11-02-08 1-00 y �\cJ,‹F'�NGPN��ssvo 2 at 870 2PE 9v JOB NAME: RT ENGLISH STEP 5 PLEX — Fl Scale: 0.4131 a' CVN WARNINGS: GENERAL NOTES, unless othenvhenoted: >"a OREG N , Q�N 1.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters shown end le for en individual Truss: Fl aMlAlmings before construction commences. building component.Appllcebllity of design parameters end proper 2.2tgeomproalon web bradng must be inataled where shown e. Incorporation of component la the responsibility of the bulking designer. /�� .a �'' 3.Ad Wonel temporary bracing to Inure stability during construction 2.Design assumes me lop and bottom chords to be laterally braced et �O •/SER ` jy la M responsibility et Sr.erector.Additional permanent bracing et 2 es.end el 70 Data respectively unless braced throughout their length by O - continuous sheathing such as plywood eheelhing(IC)end/or drywel(BC). S i' u C{� DATE: 7/1/2016 the overall mudure h the responsibility of building designer, 3.2e Impact bridging or lateral bracing required Mhere shown.+ A. �7�.+ SEQ.: K2133035 4.helped should beapplied toemcomponent until after all bracingand 4.Inflation oftruss lathe responsibility ofthe respective contractor. fulmars are complete and at no tame should any bads greater than 5.Design assumes trusses ere to be used ina non-cofroaia environment, TRANS I D: LINK death loads be applied to any component. and are for"dry condition'of use. 5.C5SpuTma has no control over and assumes no responsibility for the 8.Design eawmsa tui bearing al at supports Mown.Shim or wedge If EXPIRES:06/30/2017 necessary.fNatian,handing,damnedandin teletionofcomponents. 7.Design:wmesadequatedrainageisprovided. July 55,2016 6.7111a design la furnished subject to the limitations set forth by S.Plates shall be located on both faces of truce,and placed so their deter TPYWTCA In BOW,copies of which Mill be lumhhed upon request. Inn coincide with joint center lines. .DigaIndicateNhsof plate In inches.USA Inc./Compel-rue Software 7.6.7(iL)E to. Far bask r plate design vales see ESR-1311,ESR-198e(NMTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-575) 112 7-8=( -60) 83 2-7=( -38) 343 WEBS: 2x6 KDDF STAND; 3-9=(-575) 131 7-3=( 0) 290 6 2x6 KDDF #2 A LOADING 9-5=( -9) 120 7-9=( -38) 388 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP 4-B=(-639) 232 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. ION. 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 9.00" 0.45 KDDF (1485) 10'- 11.5" -78/ 670V 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. '* Fox hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 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" 5-05-12 5-05-12 MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed= 0.075" MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" 1 1' 1' MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" HM-4x4 9.00 7 Q 9.00 MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" 3 „(7_,,,f 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.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 NM-3x4Note: Legdown not checked for any lateral loads. 2 The design shall be reviewed and approved by -/ Project Engineer or qualified building designer M- for lateral load and lateral stability. 0 0 ti .1 .1 A A .a 0 0 I I N N 6 O O 3 M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 1 1 l l l 1-01-08 5-05-12 5-05-12 y-ol-o8 ��ED PR0FeO y 10-11-08 Q,So, �NGIN�F#4 vo�9r 87022PE JOB NAME : RT ENGLISH STEP 5 PLEX - F2 Scale: 0.3506 N� A' WARNINGS: GENERAL NOTES, unless otherwise noted: 'V 1.Builder and erection eentreder el odd be advised of al General Notes 1.This design Is based on*upon the parameters shown end Is for en Individual 7 'OT OR EG N et k/ Truss: F2 and Warnings before con.budbd oommenn.. building component.Applicability of design parameters end proper ,(� 2.284 compression web bredng bidet be lnWled where ahem.. mcorporetfon of component Is me responsibility of the bribing designer. �� FM8 E 11 A� 3.AddIloal temporary bracing to insure stability during construction 2.Design assumes Ms tap and bottom chords to be laterally bread at O `_ Is the responsibility of the erector.Addelonel permanent bracing of continuo. and et l0 este respectively anises braced throughout their length by C1 DATE: 7/1/2016 the overall structure is me responsibility of the buildingantmueue'hging or lateral as plywood likedsheetwhere )own e dryw.gac>. V q. H E(� designer. 3.2x Impact bridging or larerel breane requbed where shown . SEQ.: K2133036 4.No load should be applied to erg component until eller a8 bracing and 4.Installation assumes Is.Stirs rspobsbueedf the respective contractor. environment, fasteners are complete and shn time should any beds greater than g design beds be applied to any component and are for"dry condition.of use. TRANS I D: LINK 5.CompuTrra has no control oink end assumes no responsibility for the 8.Design sawn..Nq bearing a el supports.hewn.Shim or wedge If EXPIRES:06/30/2017 necesfabrication,handling,shipment end Installation of components. Design 7.Deagn b ee acted on beth!ace to Ito.., July.5,20 6 e.This design b furnished wbjed b the IImlYlbne wt forth by d.Plates shall be bated on both lass of truss,end plead so their abler TPhW1CA In BCSI,copies of Mich all be Nmhhed upon request lines coincide with joint center Ines. 9.Slgh.Indinele size of piste In Innes. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For beak oenneaor plate design values see EBR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 145 4-5=(-183) 188 4-1=(-457) 163 5-3=( -42) 375 BC: 2x4 KDDF #1&RTR SPACED 24.0" O.C. 2-3=(-576) 164 5-6=( -57) 81 1-5=( -39) 345 3-6=(-457) 187 WEBS: 2x4 KDDF STAND; 5-2=( -6) 290 2x6 KDDF #2 A 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. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -75/ 495V -160/ 160H 4.00" 0.33 KDDF (1485) 10'- 11.5" -75/ 495V 0/ OH 4.00" 0.33 KDDF (1485) LL = 25 PSF Ground Snow (Pg) as Fox hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0OND. 2: Design checked for net(-7 psf) uplift at 24 "cc 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 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 HORIZ. TL DEFL = 0.015" @ 10'- 8.8" I ' 1' 12 12 Design conforms to main windforce-resisting II M-4x4system and components and cladding criteria. 9.00 9.00 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), III load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed fox 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-3x4 AllmmM-3x4 r- 4011111111...... --- M2 5x8 4� -, 0 0 1 1 o A o 1 I N N 4 ILO fAl I .* *. M-1.5x3 M-1.5x3 G16.00 6.00 L. 12 12 y 1 y 5-05-12 5-05-12 J• 10-11-08 l C��c,��NG EF-cr/O w 2 �' 87022PE 9r. JOB NAME : RT ENGLISH STEP 5 PLEX - F3 Scale: 0.3515 WARNINGS: GENERAL NOTES, uressotheroAsenoted: 3 e" •3( 1.Bulkier and erection oontrador should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an individual 'G)„ OR EGO q, <U Truss: F3 anti Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4eompresslon web bracing must be Needled where ahown a. incorporation of component is the reeponsib:tty Dime building designer. �� A-S ' ' ' . 3.Adrlecal temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally bracedat ''''SER A Is 16a responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.reach..ly oraless braced throughout their length by ....4.0 `_ DATE: 7/1/2016 the wenn structure Ie the ro amAH of me bn:Id:np designer. continuous sheathing such as plywood shoe where and/or drywag(BC). /1 H C�\ sPon Y g 3.20 Impact bddgIng or lateral bracing required where.Fawn++ ^ HE G SEQ.: 01213 3 0 3 7 4.No bed should be applied to any component until alar all bradng and 4.Installation of buss Is me responsibility of the rospectNe contractor. fallisrxn are complete and at no time should any loads greater then 5.Design assumes trusses are N be used In a ran<ornsive environment, de Had,be led to anyand are for^ condtilan^of see. TRANS ID: LINK e�ln PWcondee.a. B.Design amine*Ng bearing else supports slown.Shim orwedgeif EXPIRES:06/30/2017 5.CompuTrve hes no control over end assumes no responsibility for the necessary. .I Q fabrication.handling,shipment end installation of component.. 7.Design assume*adequate drainage is provided. July 5,20 I V 8.Tills design Is furnished eubJed to the limitations set forth by 8.Plates shag be located on both laws of truss,and placed so their center TPNNECA in BCSI,cornea of which wig be furnished upon request. linea coincide with Joint center lines. 9.Digits indicate We of plats in inches. MITW*USA,Inc./CompuTrus Software 7.6.7)1L)-E 10.For beak connector piste design values Na ESR-7317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1:116BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-2244) 2272 6-2=( -961) 653 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-1752) 1397 7-8=(-2249) 2272 2-7=(-1599) 1859 3-4=(-1752) 1397 7-3=(-1018) 1266 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LOADING 4-5=( -9) 120 7-4=(-1599) 1854 '. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIF 4-8=( -961) 653 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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/ 20000 4.00" 0.66 KDDF (1485) 10'- 11.5" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1985) 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 lOPSF LIVE LOAD. TOP 'COND. 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/290 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" f 1' MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.9" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.9" Allowed - 0.580" M-4x6 9.00 17 Q 9.00 MAX HORIZ. LL DEFL = 0.049" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" 3 y 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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, Tru, designed for wind loads in the plane of the truss only. M-3x5 M-3xs 10000. dpi Note: Legdown not checked for any lateral loads. 24111111111..W - `�f' M-5X8 �J�' The design shall be reviewed and approved by Project Engineer or qualified building designer 0 o for lateral load and lateral stability. A A ,-, 0 0 I MI N M-3x4 M-3x4 Q 6.00 6.00 12 12 l l c l l 1-01-0e 5-05-12 5-05-12 1-01-08 y Q` ,pPROFfi S 10-11-08 <0NGINEr�< 0 �� ' 887022PE r` JOB NAME : RT ENGLISH STEP 5 PLEX - FDRAG Scale: 0.3506 2 (15-"t661-1...1/1 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection centred.,druid be advised of al General Notes 1.This design is based only upon the parameters Mown and le for an individual -.75.7.,;(5i.. OR EGQr11 Truss: FDRAG and Warning.before construction commences. balding component.Applicability of design parameters end proper � [� • 2.244 compresdon web bracing must M Walled whero.hown.. incorporation of component Is the roapondbXHy elms building designer. C , S R .`\ P� 3.Addition.!temporary liming to Insure stability during construction 2.Deign assumes the top and bosom chords to be laterally braced at O is IM responsibility o/int erecta:,.Additional permanent forestall of 2 o.c.and et 10 o.c.re.pectNely unless braced throughout their length by S1 continuos.sheathing such as plywood aired tters and/or drywel(BC). IS A. 1""1 E; DATE: 7/1/2016 the overall structure is me resputablm of the bulking designer. 3.24Impact bridging or lateral bracing required where shown.. SEQ.: K2133038 4.Noload should be applied toany component wt.after off btedngand 4.Design tic f tatN��..ss�mab�i»e�.respective contractor. fadenem are compete and al no time.Mud any bads greater then deign loads be applied to cry component. end Cr.for"dry condition"of use. TRANS I D: LINK 5.CompuTros hes no control over and assumes no responsibility for the B.Design assumes uA bearing at all copperas strewn.Shim or wedge If EXPIRES:06/30/2017 fabrication,handling.shipmeht and ineela8un of components. 7. necessary. sign assumes adequate drainage b provided. July 5,2016 8.This design is furnished eab(4d to the linitWern set forth by S pates entl be bated on Mm feces of truss,end placed so their center TPUWfCA in BCS!,copies of ehkh will be 6mbred upon request. Anes coincide with joint carder lines. 9.Digits indicate sire of pate in Inches. MiTek USA,Inc./CompuTfus Software 7.6.7(1L)-E to.For beds connector pate design value.see ESR-1311,ESR-1888(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=1-137) 977 6-3=(-146) 231 BC: 2x9 KDDF #1&BTR; SPACED 29.0" O.C. 2-3=1-1322) 163 6-7=1-171) 1108 3-7=(-330) 186 2x6 KDDF #1&BTR B1 3-9=( -925) 152 7-8=( -55) 85 7-9=( -18) 641 WEBS: 2x4 KDDF STAND; LOADING 4-5=( -912) 148 7-5=( -64) 602 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-637) 178 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -172/ 1210V -130/ 177H 5.50" 1.99 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 594.0 LBS @ 2'- 3.5" 13'- 4.5" -92/ 668V 0/ 011 4.00" 0.45 KDDF (1985) 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 hOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. SINGLE MEMBER AS SHOWN. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 1,1,=1./360, TL=L/290 HANGERS ATTACHED TO BOTTOM CHORD MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" WILL HAVE 1.5"MAX.NAIL PENETRATION. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.019" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.041" @ 7'- 10.7" Allowed = 0.629" I T T MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" 3-00-08 4-10-04 5-05-12 MAX HORIZ. TL DEFL = 0.029" @ 13'- 1.7" T T T T 12 12 IIM-4x9 9.00 177 Q 9.00 Design conforms to main windforce-resisting 4 �„ system and components and cladding criteria. 4 Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, NM (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. M-3x4 The design shall be reviewed and approved by 44101111111 3 :� Project Engineer or qualified building designer d� M-3X9 for lateral load and lateral stability. M-5x8 I 0 1 o AGO o 6 o .x4 M-7x8 M-1.5x3 ** ,Q 6.00 6.00 p. 12 12 1 il," l l 2-09 5-01-12 5-05-12 y1-00y 7-10-12 l 5-00-04 0-0s 08 (� D PROF�C�, l 13-04-08 y �r\,•(<51 �NGINELcR sio2 870 2PE 9r JOB NAME : RT ENGLISH STEP 5 PLEX - Gl Scale: 0.2839 (.1) CV hC A. WARNINGS: GENERAL NOTES, unless on the ss noted: OR EG O "V �'V Truss: G 1 1.Bulkier and erection contractor should be advised dad General Notes I.Thle design is based only upon the paremetera shown end Is for an IndWdual ant Warnings before construction commences. building component.Applicability of design parameters and proper /'� ,a •♦ �w 2.204 compression web bradng cruet be InMeyed where shown o. Incorporation of component Mine rosponsibltiy of the bulNing designer. �t„• �MB `` `as 3.Adrenal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be lateral Mixed et E R Is lie reepons b4ty of tI,enactor.AddEonsl permanent bracing of T o.c.and at id o.c.roepedNely unless braced throughout their lengm by ......es . _ DATE: 7/1/2016 the went structure k the tespanetblof the buildingdesigner, continuous sheathing or such as wing replywood uir el whereC)and/or tlrywsl(BC). 5• u . } 8Y 3.20 Impact bridging ar kterel bradng roqulre. shown+« el• I-7 SEQ.: K2133039 4.No Wetahomdbeapplied roamcomponentuntil after anbracing and 4.Installation of Inks Is the responsibility Nth*respedNecontractor. hyaners are complete and at no One should any bads greater then 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK dews loads be applied to any component. end are for"drycondition"of use. 5.CenpuTnis has no control or and assumes no responsibllty for the 6.Design assumes NR bearing at all supports shown.Shim or Wedge If veEXPIRES: 06/30/2017 falsketion,handling.shipment and Installation of components. 7. s Design ass umes 6.ThY design is furnished subject to the limitations set forth by S.Plates shall be bated one both faces drainage lOhms,end placed so their carters provided. July 5,20 s TPOINTCA in BCSI,copies of which GI be furnished upon request. Ines coincide GUINN center lines. 9.Digits Indicate etre of piste M Inches. MITI USA,Inn./CompuTru,Software 7.6.7(1L)-E to.For bask connector plate design values see ESR-1311,656.1888(MITek) .11.1111.011.1.11MME111111.11.11..11.1.1111=11=1.11111111=MW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5. INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-6=(-242) 596 3-6=(-218) 162 BC: 2x4 KDDF 91&BTR SPACED 24.0', O.C. 2-3=1-804) 164 6-7=(-277) 679 3-7=1-208) 196 WEBS: 204 RIDE STAND; 3-4=1-781) 186 7-8=) -56) 83 7-4-) -62) 459 206 KDDF 42 A LOADING 4-5=(-760) 191 7-5-) -64) 492 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-555) 201 TC LATERAL SUPPORT <= 12.0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12.0C. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) O.- 0.0" -94/ 745V -131/ 177H 5.50" 1.19 KDDF ( 625) 13.- 4.5" -92/ 590V 0/ OR 4.00" 0.40 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT/AL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. .. 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 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 11=1/360, 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. 7-10-12 5-05-12 MAX LL DEFL = 0.014" @ 7.- 10.7" Allowed = 0.419. I f MAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629. f 2-09 5-01-12 5-05-12 MAX HORIZ. LL DEFL = -0.014" @ 13.- 1.7. f f f f MAX HORIZ. TL DEFL = 0.024" @ 13.- 1.7. 12 1 12 IIM-4x4 9.00 17 ''' l 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 41 Wind: 140 mph, h=22.20t, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, 001 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. Te esign shall be reviewed and approved by Projct Engineer or qualified building designer /93X4" 000001pririg M-3x9 for h : teral load and lateral stability. 3,100.0.11111111 -/I --4411, 10000":15x, ,..., , ri., C4 commIlmmmmmimai0 ',Al: _, 1 1 o M-3x4 M-5x6 M-1.5x3 ,1 6.00 6.00 N, 12 12 1-00 2-09 5-01-12 5-05-12 40EU P R°Fe.,). ky,s1/ 13-04-08 •-ct 17 (t. 87022PE JOB NAME : RT ENGLISH STEP 5 PLEX - G2 WARNINGS: GENERAL NOTES, unless otherwise noted: Scale: 0.3155 r.) 1.Sold.,end erection contractor Would be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual 11:7 '°1, OREGON ci5 Truss: G2 and Warnings before construction commence.. building component.Applicability of design parameters and proper e, incorporation of component Is the reeponsibility of the building<Soigne, Z 2.4 compression web bradng must be knelled where noon.. 2 Design assumes the top end bottom chords to be laterelly braced at On '-'118E8 'N\ 3.Additional temporary bracing lo Insure stability during construction ..-4.C. 7 os.and at 1Cf As respectively unless bnced throughout their length by 6th.responsibility of the Recto,Additional pannanent Nacing ofnonl7:tuns sheathing such as plywood sheathing(TC)and/or drywall(130). / .A• I-IV-VN DATE: 7/1/2016 the overall structure la the rennin/Ey din buning designer. 3.20 Impact bridging or Staid noting required where shown•• SEQ.: K2133040 4,No load ohould be applied to fly oomponent until ner all brining and 4.Indallation of truss is the responsibility aft respective contractor. fasteners are complete and at no time should any loads gloater than 6.Design assumes trusses Sr.to be used In.non-noone environment, ends,,for dry condition.of use. TRANS ID: LINK design loads be applied to an component. El Design assumes full bearing at al support.novn Shim or wedge If 5.CompuTrus has no control over end assumes no responsibility for the EXPIRES:06/30/2017 febrintIon.handing,*Rpm*and Instellation of components. 7.Design amens adequate drainage is provided. July 5,2016 5.This design is furnished wind to the limitation ll be set forth by 8.Plates shag located on both faces of buss,and placed no their center TPWirCA in SCSI,nodes of which will be funned upon request. Ines coincide nIth Joint center lines. 9.Digits indicate On al plats in lines. Mrrek USA,Inc./CompuTrus Software 7.6.7(1L)-E 70.For ban connector plate design nun see ESR•1311,ESR-1988(MITek) I This design prepared from computer input byI'�, Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-399) 635 3- 6=(-266) 238 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2- 3=(-802) 158 6- 7=(-499) 711 3- 7=(-211) 195 WEBS: 2x9 KDDF STAND; 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 2x6 KDDF #2 A LOADING 9- 5=(-559) 295 7- 5=(-357) 633 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-597) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA . LOCATIONS REACTIONS REACTIONS SIZE SQ"IN. (SPECIES) LL = 25 POP Ground Snow (Pg) 0'- 0.0" -99/ 745V -119/ 228H 5.50" 1.19 ROOF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 13'- 4.5" -92/ 589V 0/ OH 4.00" 0.40 WOOF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -------------------------- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 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" 8 -1'- 0.0" Allowed = 0.067" .. For hanger specs. - See approved plans 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" MAX 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 M-4x6 9.00 177 Design conforms to main windforce-resisting M-3x9 S system and components and cladding criteria. �D -1 Wind: 140 mph, h-22.2ft, TCDL=6"0,BCDL=6.0, ASCE 7-10, 111 (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. o The design shall be reviewed and approved by M-3x4 pi Project Engineer or qualified building designer �� for lateral load and lateral stability. 40100111111111 IIIIIIIIIIIIIIIIIIIPPP A 1111111110111111100.00., 0 ti Allt ��ee Ir I 6 O M-3x4 M-5x6 M-1.5x3 46.0o 6.00 12 12 .1, 1 l ,Jr l 1-00 k 2-09 5-01-12 5-05-12 1 �� p PR0k;cs 13-04-08 ��<0 0NGINE�9 �S/02 870 2PE 9� • JOB NAME : RT ENGLISH STEP 5 PLEX - G3 Scale: 0.3252WA / I.Bulkier GENERAL NOTElab, uMauponMrnhenoted: V.-Yf ``A. OREGO cf.?,Ili 7.BgWer ash erection contractor stadtl be advised of all General Notes 1.This design la based only upon the parameters shown and la for an individual 7 Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2M compraaion web bndng must W Installed where shown«. 2.Design assumes Incorporation of component h the responsibility of the building designer. �j"�O�� N P4 3.A9dlbnMl temporary bracing b Insure stability during constructionme top end bottom chords to be laterally braced Y CI lathe responsibility of the erector.Additional permanent bracing of T o.c,and et 10 o.c.napectNely unless braced throughout their length by (1 DATE: 7/1/2016 ON Overall structure k the reaponelbNBy of the building designer. continuous Writhing each as pywood required ere s and/or tlrywaPo(BC). V /4' u f�{� 3.2a Impact bridging or lateral bracing requlrctl where shown.« A. r7 SEQ. : K213 3 0 41 4.Na bad Mould be applied to any component until after all bradtg and 4.Installation of ties la the responsibility alike respectve contractor. fadmMn ere complete and at no time should any beds greeter than 5.Deign assumes trusses are to be used In M noncorrosive environment, TRANS ID: LINK deign bads be applied to any component. and Cr.for"dry condition"of use. 6.Design assumes full bearing at Cl supports shown.Shim or wedge it EXPIRES:06/30/2017 5.Canpurrvs has no control over and assume.no responsibility for me neaesyry, p hblestlan,handling,shipment and Installation of components. 7.Deign assumes adequate drainage is provided. July 5,2016 8.Tie design Is furnished subject to the limitations set forth by 8.Plates shall be baited on both faces of truss,and placed so their ceder TPYWPCA In BCSI,copies of which all W famished upon request. lines colndde with dint center lines. g.Digits Indlasta size oldie InInches. MRnUSA Inc./Com uTrus Software 7.6.7(1L)-E 10.For basic connector design valu es we ESR-1371,ESR-7988(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS Ali TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=(-403) 660 3- 7=(-278) 240 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2- 3=(-802) 181 7- 8=(-453) 739 3- 8=(-180) 166 WEBS: 2x4 KDDF STAND; 3- 4=(-806) 298 8- 9=(-119) 156 4- 8=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-404) 675 LL( 25.0)lDL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-559) 287 6- 9=(-547) 337 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 1 TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA ____________________________________= LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -103/ 745V -114/ 229H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -94/ 589V 0/ OH 4.00" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - -- - - 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 "* For 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" 9-11-11 3-04-13 MAX LL DEFL = 0.032" @ 8'- 0.0" Allowed = 0.419" 1' 1 1' 1' MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 f ,r I f 1 f MAX HORIZ. LL DEFL = -0.020" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 F ;44;6110.1111°.°111 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 10 M-3x4 load duration factor=1.6, 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 for lateral load and lateral stability. 0 M-3x93 I�� . �e ,n 1111111111111111 - 14-5)(10o ' AlI d, ra-ee ''Al, _, 0 1 = 7 0 M-3x9 M-5x6 M-1.5x3 Q 6.00 6.00 12 12 1-00 2-09 y 5-01-12 y 5-05-12 l ,��Q.�p PRaFF'S.s ; y ‹5 tyuINEF /O 13-04-08 ,V. �Ci 2 4' 87022PE vi-- JOB NAME: RT ENGLISH STEP 5 PLEX - G4 Scale: 0.2728 C‘'‘..°). nt� WARNINGS: GENERAL NOTES, unless otherwise noted: OR EG N 'VO �1N 1.Builder and erection contractor should be advised of al General Notes I.Thla&Pun h bawd only upon the parameters shown and Is for en Individual A Truss: G 4 and Warttnge before construction commences, building component.Applicability of design parameters and proper Q Incorporation of component Is the responsibility of the building designer. 2.D:4 compression web bracing mud be installed where shown«, 2 Design assumes the top and bottom dards to be Merely braced at CIp FM6 E a *V% Q. 3.Additional real temporary bracing b insure stabilityp long construction T o.c.and al IC,c.c.respectively unless braced throughout their length by A le the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V DATE: 7/1/2016 the overall structure h the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown s 4 A, {"{E SEQ.: K2133042 4.No bed should be applied to any component until alter all bracing and 4.Installation ortrues Is the responsibility of the respeeNe contractor. fasteners are complete and at no Bme should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, loads be applied to any component. end ere for'dry condition"of use. TRANS ID: LINKdesignB.Design assumes fulbearing atalsupports shown.shim orwedge if EXPIRES:06/30/2017 5.Oompu7rus has no control over and assumes no responsibility for the necesesry febrk0Bon,handling,shipment and lnstagal on of romponenla. 7.Design assumes adequate dsthage is provided. 5.This design is furnished subject b the limitation.Set forth by 8.Plates shall be located on both feces of truss,and placed so their center July 5,2016 TPINynCA in BCSI.copies of which MI be BanhMd upon request. Ines coincide with islet center lines. MITek USA,Inc./Com uTrus Software 7.67 1 L E g Digits b indicate Us of pieta In ign e l P ( 1 B. For beak caUs plate design values see ESR-1317,ESR-1088(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 TC: 2x9 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-387) 673 3- 7=(-284) 232 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-802) 199 7- 8=(-436) 753 3- 8=(-165) 150 WEBS: 2x9 KDDF STAND; 3- 4=(-806) 313 8- 9=(-116) 154 4- 8=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-410) 705 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-564) 295 6- 9=(-547) 400 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ------- --------- LL = 25 PIF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC DON. FOR 0'- 0.0" -119/ 745V -115/ 230H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5^ -153/ 589V 0/ OH 9.00" 0.40 KDDF (1485) 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. OND. 2: Design checked for net(-7 g (- psf) uplift at 24 "so spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" vertical members (uon). 11-11-11 1-04-13 f f f MAX LL DEFL = 0.038" @ 8'- 0.0" Allowed = 0.419" MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 4-021-04-13 ,r r 1' . I 1 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 system and components and cladding criteria. 9.00 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ** For hanger specs. - See approved plans (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ll load duration factor=l.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads M-3x9 in the plane of the truss only. ' 6 -/ 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-3x9 �i� ti 3g I 1.111111111111IIIIIIIIIIIIII...- `^ ' M-5x10 0 ti 4 C rarer-7 ..,. _.,„ Io M-3x4 M-5x6 M-1-5x3 ,,6.00 6.00 l 12 12 1-0 y 2-09 y 5-01-12 y 5-05-12 �`��NGPNEFFss�o 13-04-08 ,I? �i `s' 87022PE te. 4.41 r` JOB NAME : RT ENGLISH STEP 5 PLEX - G5 Scale: 0.2429 N� WARNINGS:AARa OThisAlignisb, uNsupontheaeatee: A OREGON Ra Aid 1.Bullar and erection contractorshould co be advised of al General Notes 1.buil building co is based opupon the parameters p r Mown and Is for an Individual e Truss: G5 .9/Warning.before construction commences, building amponeM.Applicabilityof design parameter end proper (� 2.2a4Cornprplon web brdng must be Metalled where shown*. Incorporation of amponen is the roaponstblltiy of the buntline designer. rCir) � 'n _�C a\ 3.Add/renal temporary bracing to Insure stabdty during construction 2.Design assumes the top end bottom chords to las laterally broad at 1••• vV/ C R permanent bracing of T o.c.and al 70 a.c.rossh as plywood anises braced throughout their length by O `� Is Ike responsibility of the erector.responsibility of continuous sheathing 5,each es ptywwotl aheathing(TC)eaf,*tlrywal(BC). S ^• HE- DATE: �` 7/1/2016 the overall structure Is taw responsibliy of the building designer. 3.ZR Impact bridging or lateral bracing required where shown*e r1 SEQ.: T(213 3 0 4 3 4.No lead should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. faeYror are complete and at no time should any bads greater than 5.Design assumes bosses ere to be used Ins non-corroslvs environment, TRANS ID: LINK deynbadsbeapplied toany componem. end sero dry condition"cruse. 5.Cee puTms has no control over end assumes no roeponelditiy for the 8.Design assumes M I bearing at all supports shown,Shim or wedge I! necessary. EXPIRES: 06/30/2017 fabfketbn,handling,shipment and Installation of components, 7.Design assumes adequate drainage la pmsded, July 5 r 201 6 6.Thle Reign Is furnished subject to the limitations set forth by 8,Plates shag be bated on bog,faces of truss,and placed so their center TPMNTCA In BON,coplae of which MI be Nmlahed upon request. Ines coincide Nth joint center lines. 9.Digits Indicate sire of plate M inches. MITIk USA Ina/CompuTrus Software 7.6.7(1L(-E 10.For bask connectorto design sign valvas see ESR-7377.ESR-i 888(MITak) 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 #/&BTR I LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 732 1- 6=(-694) 3554 6- 2=( -402) 2816 4- 9=(-4788) 844 BC: 2x8 KDDF #105TR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-1560) 368 7- 8=(-240) 982 7- 3=( -190) 920 2x8 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF Tr'L( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -258) 1512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF y.L( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. J,-- ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Attach 2 ply with 3"5.131 DIA GUN MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed= 0.485^ nails staggered: '*'HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.097" @ 6'- 2.4" Allowed= 0.727" o' \/�� 9" oc in 1 row(s) throughout 2x4 top chords, /X\/X\ 9" oc in 2 row)e) throughout zxe bottom chords, LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.007" @ 15'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX 00011. TL DEFL = 0.013" @ 15'- 2.0" 12-00-11 3-04-13 T T T 6-04-03 5-06-08 1-05-09 2-01-04 Design conforms to main windforce-resisting T , . 1 f system and components and cladding criteria. 12 M-4x6 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 =M-8x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4 load duration factors/.6, !'os��'1 / End vertical(s) are exposed to wind, 1W! Truss designed for wind loads in the plane of the truss only. 01 M-3x6 IIII 'of ,o I a.M-5x16 LIIEI 1 - o � . 11• Y��M!'ui� O 1 6 7 8 I M-3x10 M-8x10 0 M-4x12 M-4x4 see 20908 O PROF , 6-02-07 5-!6-08 1-07-052-01-04 5 NGIN EF S i0 1 1 4CiR 29 lis-os-oe' 870 2PE r JOB NAME : RT ENGLISH STEP', 5 PLEX - GGIRD Scale: 0.2357 (.9, / WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contraao should be advised of all General Notes 1.This deep"Is based only won M -y�e parameters shown and Is for an Individual -0),„ O R EG O ryC3'0� Truss: GGIRD and Warnings ora const ion commences. building component.Applicability of Msgn parameters and proper 2.2x4 compreWon web bracing est be InWgsd where shown«. l. Inconporodon of component k Me responsibility of the building designer. /5 FMB E R 1\ ��y 3.Additional temporary bracing I Insure stability during construction 2.Design assumes Me tap and bottom chords to be laterally braced at O tlM f T o.c,and at 10 o.c.reepedlveN unless braced throughout Meir length by Is the rsaponNy°IM aro or.Additions]permanent bracing of C1 continuous sheathing such es*wood sheathing(TC)and/or drywal(BG). V A, H eS: DATE: 7/1/2016 Me overall structure Is the re bilily of the building designer. 3.2x Impact bridging or latent brsung required where shown«« SEQ.: K2133044 4.No bad should be applied to component red agar all bracing and 4.Installation ealate sem sssissthe re ewbdity fiah nespectmec ntractorn.nt, fasteners ere complete and at time YatM any bads greater than g design pada be applied to en component. and are for'dry condition-of use. TRANS ID: LINK 8.Design assumes NI beadng at a9 supports shown.Shin or wedge if a 5.CompuTrntn has no mdassumesnoreeponsibl11Nrorthe eee„,ry. EXPIRES: 06/30/2017 fabrication,handling,shipment and lnCalltlen of components. 7.Destgn amines adequate drainage is provided. furnished6.This design Is furnished subject tothe do sans set forth by 8.Plates shat be located on bath laces of truss.and placed so their center July 5,206 TPW/TCA In SCSI,sepia of witch will be NmMled upon request. lines coincide v4th)Dint center lines. 9.Digits mdkete aka c1 plate In Inches. MiTek USA Inc./CompuTrua Software 7.6.7(1L).E 1o.For heels connector piste design values sea 0511-1311,ES6-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-04-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=( -131) 1069 BC: 2x6 KDDF #16BTR 2-3=(-1195) 216 6-7=(-355) 1612 2-7=( -973) 220 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -221) 252 7-8=(-212) 836 7-3=( -283) 1768 2x4 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 0 3-8=(-1616) 342 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 193 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 142.2)+DL( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -303/ 2090V -169/ 3340 5.50" 3.34 KDDF ( 625) Single member as shown. 12'- 1.0" -400/ 2090V 0/ OH 5.50" 3.34 KDDF ( 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ++ Fox hanger specs. - See approved plans OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 4-04-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 T t f f 1' MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.372" 12 MAX TL CREEP DEFL = -0.063" @ 4'- 3.2" Allowed = 0.558" M-1.5x3 9.00 V 5 -/ MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" HORIZ. TL DEFL = 0.012" @ 11'- 7.5" Design conforms to main windforce-resisting system and components and claddingcriteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X6 load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .l'/7/ MAX ig cs Al ClIZI Mil I 1=-- 6 7 ++ e o M-5x10 M-3z6 ::M-6x6 M-6x8 y y y4-03-03 3-06-07 4-03-07 EREQp y <�� Gj 0NGINFR �plz-01 �� 2 ,,,_`44 87022PE 9'' JOB NAME : RT ENGLISH STEP 5 PLEX - HGIRD Scale: 0.3131 (1).76.661.."1/11 � ^ -. WAR*&&$, GENERAL NOSES, urgenotherWlse sated: Truss: HGIRD 1.BWerand eredbncentrader should be advised ofaiGenerelNotes 1.7madesgnis based only upon the parameters shown and is for an individual OREG N C�� / arewamings before construction commences. building component.Applicability of destgn parameters and proper 2.2t4compreseon web bracing mum be installed where chovm+. incorporation of component Is the responsibility of the buiMing designer. �O �A=e,,ER \� ��O 3.AeNtlonal temporary bracing to Insure stabillly during constmdien 2.Dsegn at/e ms lap end bottom drove to be laterelly braced at ' .,14. --4 _` Is M rospesdbgN of the erector.Additional permanent bracing of con c.and et f 0 o.c.reepedsdy unless braced throughout their length by O Cl �y DATE: 7/1/2016 Ui ererell structure b Inc responsibility f the buildingdesigner. continuous sheathing such as pyvrood required sheathing(TC)and/or erywal(BC). V A a u L^R Won Ny o b 3.2i Impact bridging or lateral bradng required where shown++ sl r7 G• SEQ.: K213 3 0 4 5 4.Robed should be applied to any component until ager all bredng and 4.Installation of truss Is the responsibility of the respective contractor. feeders are complete and at no time should any loads greater than 5.Design aaeumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK delfts loads be applied to any component. and are for"dry condition.of use. 5.CempuTrus has no control over and ae.umes no responsibility for the B.Design swore.stn bearing at.n supports shorn.Shim or wedge if EXPIRES: 06/30/2017 fableetion,handling,shipment and installation of components. n Design as 7.Design ilbeelcedene bethfacels ofIdds,ded. July 5,2016 8.Tnbd.egn Is furnished subject to the limitations get forth by 8.Plates shall be located on both races m wss,and places so their center TM/MA In SCSI,copies of Which will be furnished upon request. line coincide wgh Joint center line.. ,Digits indicate We plaid in in ' Mask USA,Inc./Com uTrus Software 7.6.7 1L)E 1I For basic connector pled design values see ESR-1311,EBR-1 g88(MITek) SII This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS SII TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-84) 70 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)r-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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 407V -23/ 72H 3.50" 0.65 KDDF 1 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (lion). REQUIREMENTS OF IBC 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 ** For hanger specs. - See approved plans 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" MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.498" 5-08-04 0-03-12 1' ' f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2^ 4.00 I7 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X5 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 10 I Truss designed for wind loads in the plane of the truss only. M-1.5x9 u ti I Truss designed for 4x2 outloo kers. 2x4 let-ins '� of the same size and grade as structural top M-3x5 I N chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 2 permissible at inlet board areas only. -10 trt cs 1 / . 6 O M-3x4 M-1.5x3 l l ), 5-08-04 0-03-12 1-00 6-00 `O�� PRQ1 Q,�.S �NGINE�c� /p29 87022PE <` JOB NAME : RT ENGLISH STEP 5 PLEX - Il Scale: 0.5771 N WARNINGS: GENERAL NOTES, unless otherwise noted: , sr 1.Builder and erection contrador should be advised of el General Notes I.This design Is based onty upon the parameters shown and h for an Individual 7 �A�, OR EGO ti, ' Truss: Il and Warnings before mnatrudbn commence. building component.Applicability of design p.nmeters and proper A 2.7x4 comproWon web bradng must be ImWled where shown«, Inarpanibn of component la the raaponstbddy of Me building designer. `(In 'j��S E R .`\ �y 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom ss braced to be laterally braced at 1.• I' Is the responsibility line erector.Additional n.nent bracing of Tntin Arid alea101 site.roepsctily unless bnudthroughout their length by C1 ty o M continuous sheathing such as plywood eg(Tri)and/or drywal(BC). V l• f'L' DATE: 7/1/2016 the overall structure h the responsiblity of Me budding designer. 3.D:Impact bridging co littoral bredng required where shown«« A. l-,G. SEQ.: K2133046 4.No had should be applied to any component urdll after all bradng and 4.oWlo.on°lb sN the responsibilityaet th mnpsdhs contractor. lasteners are complete and at no time should asp loads greater than g destgn loads be applied to any component. end are for"dry condSen"of we. TRANS ID: LINK s.compuTruaha.nocontrol over end assumes neresponsblityerthe 8.DeYgnassumesNdbeadrNelalwpponsMown.SalmarwatlgeIt EXPIRES: 06/30/2017 necessary. fabrication.handling,shipment and Installation of components. .r 7.Designassumesbeesaded on bofacees oes,provided. July 5/2016 8.This design is furnished wblsd a IM limitations est forth by B.Plates sinal be bated on both fees of trues,and placed so their ane/ TPIMTCA In BCS!.codas of$dch w11 be atmhMd upon request. Ines comdde vMh Ohl anter lines. E. Indicate size f plate Inm. MiTek USA,InclCompuTrus Software 7.6.7(11)-E to.FForrlts basic co nectorplaa designign values veuea see ESR-1317,ESR-788e(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-84) 70 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. UON. OL 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 907V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) ** For hanger specs. - Sea approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir 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 = 0.082" @ 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" 1' ' f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 Design conforms to main indforce-resisting system 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, IA End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. n 0 I N 2 N II ti 1 r rn �. 6 0 M-3x4 M-1.5x3 1 1 1 5-08-04 0-03-12 1 1 1 1-00 6-00 �,<<- .aG N F,S,s`S�O �' 870 2PE `. • • JOB NAME : RT ENGLISH STEP 5 PLEX - I2 Scale: 0.5771 N� / +CV WARNINGS: GENERAL NOTES, unless otherwise noted: .41 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '0" s4„/ , OR EGO Cj <C/ Truss: 12 and Warnings before construction commence.. building component.A Iwebii design pane pp ply ofsponsi pay of the proper 2.2a4aomprewlon web bracing must be Installed where shown+. incorporation of component b the responsibility of the bailding designer. s/�- 1'� 3.Adrlonal temporary bracing w Insure stabilb during conabuctwn 2.Design mums the lap and bottom chortle to be laterally braced et S'V'� j� b M roepomldph of the erector.Additional permanent bracing of 7 o.c.and at id o.c.respectively unleae braced throughout melt length by OliAN _ DATE: 7/1/2016 the overall structure la IM rosponalbpey of the building designer. continuous sha=ming such as plywood sheathing(TC)and/or drywal(BC). /p A. H C ng 3.2s Impact badging or lateral bracing required where shown.+ �1 �-p G SEQ.: K2 13 3 0 4 7 4.No load should be applied to any component until aper all bracing and 4.Installation&truss is the responsibility of the respective contractor. realmsrs are complete and at no time should any loads greater than 5.Design eesumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design wads be applied to any component. end are for'Cry condition"of use. 5.CalapuTrue hes no control over and assumes no responsibility for the 6.Design assumes Ng bearing at all supports shown.Shim or wedge if ae„ary. EXPIRES:06/30/2017 falabeon,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. July 5,2016 6.This design is furnished subject to the8 limitations set forth by 8,plates shag be located on both faces of Was,and placed so their center TFIANTCA in BCS],copies of which MI be furnished upon request. Ines coindde with joint center Ines. 9.Digits Indicate size of plate in incise.. Millek USA,Inc.ICompuTfua Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ENR-1988(MITek) SII This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-175) 115 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 NSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 366V -19/ 60H 3.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -35/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) on 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. [GOND. 2: Design checked for net(-7 psf) uplift at 24' "on spacing. BOTTOM CHORD CHECKED FOR 10PSF 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" @ -I'- 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" 4-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.047" @ 2'- 5.6" Allowed = 0.393" 1 f 1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 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), 4 ', load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads R in the plane of the truss only. N I ti 2 tin4.4I 1 a. 6 0 I O M-3x4 M-1.5x3 y 1 l 4-08-04 0-03-12 1 1, l 1-00 5-00 ��Ro PROpe„ is.1 �NGINFFR /42* �" 87022PE r" JOB NAME : RT ENGLISH STEP 5 PLEX - I3 Scale: 0.8900 � WARNINGS: GENERAL NOTES, uMessdhenvlsanoted) 47 -oT OREG N �� 47 I.Bottler end erection contra should be advMd of all General Notes 1.This design b based onty upon the parameters shown and Is for an individual 7 Q Truss: 13 and Warnings before combo ion commences. building°moonerd.Applicability of design parameters and proper l^ �� + Pre 2.2e4 compression web bndn must be installed where Shawn.. Incorporation of component is the responsibility of the building designer. jl. ‘44 3.Additional bracing Insure arability during construction 2.Design sawmeathe lop and bottom chords M be lateralty braced H O � Is the rosponstblAty of the are r.Additional parmanenl bracing of 2'a.c.and H IC/o.c.respectively unless braced throughout their length by S DATE: 7/1/2016 the overall structure la the re nsibNxy of me building designer. 3.9i Imp d Mdginol sheathing emit t reas bredngo plywood wn eOsh and/or 4 drywag(Bo). y p LI�`` S E K213 3 0 4 8 4.No load should be applied t ny component until aver all braang and 4.Installation of truss Is the responsibility of the rospedhe contractor. f t 4'' fasteners are complete and a no time should any loads greater than B.Design assumes trusses are 10 be used in a non-corrosive environment, design pada be applied to an component. and are for"dry condition"of use. TRANS I D: LINK 5.CornpuTnu has no control over and assumes no responsibility for the H.Design assumes NII bearing elan supposes Moven.Shim or wedge II q�+EXPIRES:06/30/2017 fabrication,handling.elpmem and installation of components. 7.Design assumes edequete drainage Is prodded. July 5,2016 6.This design la Wrestled subject b the limitations sal forth by 8.Plates Mag be bested on both faces of truss,and placed so their center TPINOTCA In BCSI,copies of which nil M rumbled upon request. Nnee coincide with joint center lines. 9.Digits indicate Nee of plate In Inches. MITek USA,Inn./CornpuTros Software 7.6.7(1L).E t0.For basic connector plate design values sea ESR-1317.ESR4988(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/Cq=1.00 TC: 2x4 KDDF #146TR 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 LODE #16BTR 2-3=(-34) 37 5-6=(-60) 255 4-2=(-371) 69 6-3=( -66) 30 WEBS: 2x4 KDDF STAND LOADING 5-2=( -42) 383 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 112.0)+DL( 109.6)= 221.6 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 583V -60/ 60H 5.50" 0.93 KDDF ( 625) LIMITED 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.103" 2-00 2-00 MAX TL CREEP DEFL = -0.004" @ 2'- 0.0" Allowed = 0.154" f ' T MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" M-1.5x3 M-3x8 M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" /- 1 2 3 -/ Design conforms to main windforce-resisting li _ _ t system and components and cladding criteria. If Wind: 140 mph, h=20.1ft, TCDL=6.U,BCDL=6.0, ASCE 7-10, (All Heights), EncloEw ' MWFRS(Dir), 0 0 1 t J1 4><.. 5 ** 6 M-3x4 M-1.5x3 M-3x4 Jr Jr Jr 2-00 2-00 . Jo Jr 4-00 <<-90 PROFec, ,�\� �NGINE'E.,4 �p 2 ' 870 2PE /, Pv JOB NAME : RT ENGLISH STEP 5 PLEX - IGIRD Scale: 0.7317 WARNINGS: GENERAL NOTES, uMese otherwise noted: ��. / T r uS 5: I GIRD 1.B leer 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 ' '4)), O R EGO Ili 4411 and Wamhpe before combudlsn commences. bulklIng component.Applicability of design parameters and proper ,sy/' ,a/� Z.ardcomproMon web bredng must be installed where snows ti incorporation of component la the responsibility ohne building designer. �"'B E R `` 3.AdMlenal temporary bracing to Insure stability during sonsbuctlon 2 Design assumes the top end bottom chords la be laterally braced al Is M rosponsibllty of the erector.Additional permeant bracing of 2'o.e.end al 10'o.c.respectively unless braced throughout!hair length by O continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). S A HE ��' DATE: 7/1/2016 the overall structure Is the responsibility of the building designer. 3.2.Impact bddgmg or lateral bracing required where show„++ A. SEQ. : K213 3 0 4 9 4.Naked should be applied to any component until after el bredng and 4.Installation of truss Is Me responsiboly of the respective contractor. to sere are compete and at no time should any mads greeter than 5.Design assumes Trusses Sr.to be used In a noncorroshe environment. TRANS ID: LINK dation loads beapplied toany component. and are for"dry antlalon^onuse. 5.Celapolrua has no control over and assumes no responsibility for Me 6.Design assumes ml bearing at al supports shown.Shim or wedge it BsaryEXPIRES:06/30/2017 fRolaatlon,handling.shipment sa entand Installations components. 7. necessary. lage shall be Rusted on rainage is provided. July 5,20 16 E.TldsdWgn is furnished cabled to the limitations set forth by 8.Plates shal be busted on both faces of truss,and placed so their center TPGWTCA In 8C61,copies of which will be furnished upon request. lines coincide v4th loud center lines. Milli(USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate size of plate In Indra. P ( )- 10.For basic connector plate desgn values see ERR-1311,ESR-1988(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 #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 RODE #10BTR SPACED 24.0" 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF O'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 24V 0/ 0H 5.50" 0.04 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 29 "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" 1' 1' 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 I/ 77 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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, 1,11 End vertical(s) are exposed to wind, Truss designed fox wind loads t' in the plane of the truss only. m oI 0 I o { .1 cJimo ..,_ WE20 4 IIIII -/ C, M-3x4 l 1 I l 1-00 2-03-08 'PROVIDE FULL BEARING;Jts:2,4,3 ROp <`, ,t GP EERS./O ele 870 2PE JOB NAME : RT ENGLISH STEP 5 PLEX - IJ1 Scale: 0.6696 /J 'a� A, WARNINGS: GENERAL NOTES, unless otherwise noted: `J V`� 'V I.Budder and erection contractor Mould be advised of ad General Notes 1.This design h based only upon the parameters shown and is for an Individual -y� -0� OR EG O tis Au Truss: IJ1 and Warnings before conatrthen commences. building component.Applicability Of design parameters and proper h ` 2.2t4 compression web bradnl must be installed where shown•. incorporation of component is the responsibility of the building designer. ��Q 11 �N 3.Additional temporary bracing to More stability during construction 2.Design assumes the top end broom aroma la he laterally braced at O Q is the responsibility f the Breda.Addidonst permanent bracing of 2 o.c.and at 1P c.c.respectively unless braced throughout Ihek length by S ty o continuous sheathing such as plywood sheath hare)snot dryvA1(BC). V A' fl B-" DATE: 7/1/2016 the overall structure is the reeponsblity of the building designer. 3.Se Impact bridging or lateral bradng required where shown a v I� SEQ.: K2133050 4.No bad should be applied to any component umti after all bradng end 44..Design amus isthhea re sst Wbil lsryyam.no�ee contractor. environment, fasteners ere complete and et no time should any bads greater than g design loads be applIed to ally compessn. and are for"dry condhon'of use. T RAN S I D: LINK 8.Design assumes NN bearing et ail supports shown.Shim or wedge 0 s.CompuTnn rimmed no control over end mee no ret ens:nlsy for the EXPIRES:06/30/2017 necessary fabrication,handling,shipment and furnished of components. 7.Designnssassumes adequate drainage Is provided. July 5,2016 6.This design is furnished subject to theelimitations set forth by II Plates shag be prated on both faces of truss,and placed so their center TP WJTCA In BCSI,copies of which will be fumbled upon request. Ines coirldde with joint center lines. 9.Digits Indicate size o/plate in inches. MiTek USA Ino./CompuTrus Software 7.6.7(1L)-E 1x.For bask connector plate design values see ESR-1311,ESR.4 968(Weir) 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/Cq=1.00 TC: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)000.) 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 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 POP 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 REQUIREMENTS 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 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" 0 -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" f f MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" 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 ./ (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I 1111-111 OICENI End vertical(.) are exposed to wind, Truss designed for wind loads ' in the plane of the truss only. o oI 0 I o o M-3x4 l 1 y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 '\(C"riER a POFFss �<0 ,tJC;I NE'E9 /0 2 `rte 87022PE vv JOB NAME : RT ENGLISH STEP 5 PLEX - ISJ1 Scale: 0.6696WARN . N ;Ali 1.8, .S: OENERAL odo is NOTES. unteupotherwise noted: OREG N 1.Baler antl erodlon comredaf MoWd be advlad of aA General Naten 1.Thla design Is Mao Dory upon the parameters shown and Is for en IndNldud .-s� �O Truss: ISJ1 err Wamings before conatnWbn commences. building component.Applln.bllIty of design parameters end proper . �Q 2.2t4compredon web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. �it- E R �� 3.AONenal temporary bracing la Insure debility during construction 2.Design nodes the top and bottom chords to be laterally braced e1 �"•• 'V'g (� h M neponstMAry of the erector.Addldonal permanent bracing of 2 o.c.end at 12/de.reapectNery unless Geced throughout their length by O C DATE: 7/1/2016 the Overall structure is the reepondbggy of the building designer. continuous sheathing such as booing reywood airedsheatIn ere s ownand/•dr/waN(BC). ck �t (,� g 3.&Impact bddging or lateral bredng required where shown., A. H e SEQ. : K2133052 4.No lead should be.pptl.dtn any component until der an bracing and 4.Installation of truss is the reepondbBty of the respective contractor. haMers are compete and at no time should any loads greeter than 5.Design assumes true..s are to be used In a non-corrosive environment, d led an M. end ere for"dry condition"of use. TRANS ID: LINK bade bee pp to ycompone 5.C*atTnu henna control over and assumes no responsibility for the 6.Design assumes NI bearing at aN supports down.Shim or wedge If EXPIRES: 06/30/2017 faBlation,handling,shipment end Installation of components. aaary. 7.Design assumes adequate othfecesoftprovided..., July 5,2016 • 8.TN design Is Nmlehed subject to the limitations set forth by S.Plates shall be bated on both teas of truss,end placed so their inter TRMTCA in BENI,copies of which dl be fumbhed upon request. lines coindde oAh(olnl center lines. 9. Indicate de es. WOK USA,Inc.lCompuTrus Software 7.6.7(1L}E 10.Forrits bad connectorf f Pate dede in sign values eluee we ESR-7317,ESR-1988(1047ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=21.6ft, 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), TOTAL LOAD = 95.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall VON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail foe complete specifications. 4-04-08 4-04-08 1 T T 12 12 IIM-4x4 9.00 7 Q 9.00 2 1ni 0 0 0 0o I 4 5 1-00 8-09 1-00 �S��NG N F�S�� Gt. 2-v 87022PE �' JOB NAME : RT ENGLISH STEP 5 PLEX - L1 Scale: 0.4760 � (13. 1‘41---411('Y �''• WARNINGS: GENERAL NOTES, ales other4se noted: -p �o�, OREGON �O "�1� 1.Builder and erection contractor should be advised of al General Notes t.This design Is based only upon IM parameters shown and Is for an Individual / Truss: Ll and Warning.before construction commences, building oomponem.Applicability of design paametee and proper 2.aro compression web bnctng must be Icetabd aver.shown«, bwrporon0n of component is the responsibility alma building designer. �° a R •�'�`P� 3.AddNbnN temporary bracing lo hone stability during construction 2.Deign assumes the tap est bottom ctrords to ba laterally bated l le tte ro mlbNy of tie erector.Addltlontl M bracing of Y o.c.end et tO o.c.reepectNely unless braced throughout their length by O.C1 apo permanent continuous sheathing such as plywood sheathing/7C)and/or drywallBC). V A. HER DATE: 7/1/2016 the overall stnwhae is the rewoneibny of the bolding designer. 3.2s Impact bridging or lateral bracing required where shown«a SEQ.: K2133053 4.No load Would beapplied to.nywmyenasuntil after all bracing and 4.p YI^tel oftt.wastthh.reepaaaibueiyditIna respective contractor. , fastener.are complete and at no time should any loads greater than and Design assufor mes condition"re to be TRANS ID: LINK design loads be,pp bd b.n•cempon.t 6.Design assumes NA bearing at al supports shown.Shim or wedge if 5.CompuTne has no control over and assumes no responsibility for thenecessary. EXPIRES:06/30/2017 fabrication.handling,shipment end Installation of components. 7.Design assume.adequate drainage Is provided. 6.This design is lumished subject to the llmNWons set forth by 8.Plates shag be located on both faces of tmae,and placed w thee center July 5,2016 TPWI1 CA In BCSI,wpbs of whkh well be tlmilahed upon request. lues coincide with joint center linea. 9.Digits Indicate We of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E ID.For balk connector plate design values see ESR-1]11,ESR-1088(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: 204 KDDF N16BTR 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 $16BTR 2-3=(-2216) 318 5-6=(-1956) 2026 1-5=( -666) 2358 3-6=(-2220) 296 WEBS: 2x4 KDDF STAND LOADING 5-2=( -292) 1832 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+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( 290.9)+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: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords,XX AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" cc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=1,/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 = 0.474" 4-04-08 4-04-08 f f f MAX HORIZ. LL DEFL = 0.004" @ 8'- 7.3" MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.3" 12 12 M-4x6 9.004 0" 9.00 ICOND. 3: 2000.00 LOS SEISMIC LOAD. 2 ie, Design conforms to main windforce-resisting alsystem and components and cladding criteria. ame Wind: 140 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 IP ek II 0 0 I m :� m ,i N I 11111.11i1E1 =11.111Mil III IN -/ M-3x8 M-7x8 M-3x8 J• 1 y 4-04-08 4-04-08 8-09 y ��ED PROfiFS,d' �<0 tiNGI NEF-#4 /O 2 C. 87022PE 9r JOB NAME : RT ENGLISH STEP 5 PLEX - LGIRD Scale: 0.4406 N� WAwuIGS: GENERAL NOTES, unless otherwise noted: OR EG N O �G/� 1.Buller end erection contractor should be advissd of ail General Notes 1.This design la based only upon the parameters shown end Is for an Individual Truss: LGIRD 37 T ti ane lA4ming.before construction commences. building component.Appllcablllty of design parameters and proper 2.2x4campresdon web bracing mud M installed where shown+. incorporation of component Is me reepondbp8y of the building designer. �i�- E R �� 3.Adrtlonal temporary bracing to Insure debility during construction 2 Design assumes the top and bottom chaMe to be laterally braced at ' 8 Is M responsibility o!me erector.Additional permanent bracing of T a.c.and al 70 a.c.respectively unless braced throughout their langur by DATE: 7/1/2016 ms overall drucluro Is the nepondbpay of me building designer. 3.2i Impost nnaymglo lateral brednuotl dircdmwiger,Cso +erywa8(BC). On ' u 7L^ ` 4.Nale.d should be lad too t until after all brad °ty I I7 G. SEQ.: K21330rJ9 applied any time component bracing and 4.Installation ofestrisma are to be used in onrooroeeviror. falenan aro compete and at no time annum arty loads greater than 5.ander names trusses are m be m.nonurrosNe environment. TRANS ID: LINK design loads be applied to any component. .nd.r.ror drycondnion^mane. 5.CaMpuTnw nes no control over antl assumes no responsibility for me 8.Design autumn NA boednp at aA supports shown.Shim or wedge If EXPIRES:06/30/2017 faekaMn,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. July 5,201 6 6.Tldedadgn is famished subject to the limitations rat forth by 8.Plates ahef be located an both laces of buss,and placed so their center TPYWFCA in SCSI.codes of which will be fumished upon request. Anes coincide 04111Wmt canter line.. 9.Digits Indicate alae of plate in Inches. MU(USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.Far beck connector plate design value.see ESR-1311,ESR4988(Wick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" I✓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. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.4ft, 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), TOTAL LOAD= 45.0 PUP load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PIF Ground Snow (Pg) Truss designed for wind loads I in the plane of the truss only. I 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. 4-10 4-10 f 1 T 12 12 IIM-4x4 12.00 V 'Sq 12.00 A. di\o /- 1111111=11MINIIIIIIIIIMMIIIMIIMIIII -/ 4 5 1-00 9-08 1-00 �\��tc.9'NG E- -;43, /0 ;;(11C0/31;C:(RC'fi2 ,1.... ..c,E1:,.... F!:;;/ � 9JOB NAME : RT ENGLISH STEP 5 PLEX — N1 Scale: 0.3898WARNINGS: GENERAL NOTES, unless other/We noted: 1.Binder anti erection contracto Would be avbed of al General Notes 1.This design Is based ony upon the parameters shown and le for an IndividualTRTruss: N1 and Wamings before co n commence. bugtlbp component.Applicability of design parametero and proper2.2a4 compression web bracing ur be InetsMd where Mown,+. Incofporotion of component is the roaponsibl8y of Me building tlesigner. 0F11,je E R 13.Additional temporary bracing Insure stability during constution 2.Design assumes the lop aid bottom Mobs to be laterely Mecotl etl.O N41Is IM rosponsiNNy of Me aro or.AtldlbrW permsnant bncl t T o.o.and sl 1G o.c.r.,ah so ely unless braced throughout their length byC1 cw°A° continuous sheathing such ee pyweod sheathing/7C)and/or drywal(BC). VA, H`, DATE: 7/1/2016 the overall structure is the re Wily of the building designer. 3.DI Impact bridging or lateral bracing required where shown++ SEQ. : K2 13 3 0 5 5 4.No bad should be applied to component ung after al bracing and 5.Installation of t isthe responsibility used�.rresonie contractor. fasteners aro complete and at Iime Mould any bads greater than Design assumes design beds be applied to an component. and aro ler"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at aid supports Mown.Shier or wedge If 5.CompuTrus has no control°var and assure.ne responsibility for the ,„cry. q EXPIRES:06/30/2017 fabrication,handling.SMpmenl and installation of components. 7.Design assumes adequate drainage is provided. July 5,2016 O.This design Is furnished subject to the Ihnlletisns set forth by 8.Plates shag be boated on both faces of buss,and placed so their center TPIMy1CA M SCSI,copies of which'Ad be Swished upon request. lees coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,EBR-1888(MITek) I_ _ 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-254) 228 2-6=(-578) 172 BC: 2x9 KDDF #14BTR SPACED 24.0" 0.C. 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 WEBS: 2x4 KDDF STAND 3-4=(-417) 112 7-3=( -30) 194 LOADING 4-5=( -6) 163 7-4=( -70) 277 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-578) 218 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 45.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 15.0" 15.0" 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) 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 70ND. 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 = -0.004" @ -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" T f 5' MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12 12 M-4x6 12.00 12.00 MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5^ 4.0" MAX HORI Z. TL DEFL = 0.009" @ 8'- 11.5" 3 6 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-3x4M-3x4 2AlL rt M-5x8 CO O O 1 N N O O I 1 N N M-61*.'$x3 M-1.'Sio 3 ,::26.00 6.00 p 12 12 ,1 .1' 1 ,1 l 1-03 4-07 4-07 1-03 y y ��F�NGI F.6) u/p 9-02 2 ,e 870 2PE 9C' • JOB NAME : RT ENGLISH STEP 5 PLEX - N2 Scale: 0.3279 N,p / ti WARNINGS: O.ml,deNOTEb, unlessupon hrv4se mete: OREGO r 44 1.blew and erection contndor should be advised of all General Nates 1.This design Is based only upon the parameters shown and la for an individual -s� ^t>, 0 Truss: N2 and Warning.before construction commences. building component.Applicability of design parameters and proper 7 2.2s4eompresslon web bracing must be'needed where shown+, incorporation of component lathe roeponstbAAy of the building designer. j'� 4114,�E �� 3.Additional temporary bracing to Mears stability during construction 2.Design sesames the tap and bottom chords to be laterally Orecetl at O ' late rseponstblAty of the erector.AddAlonal permanent bracing of 2'o.c.and et 10 c.c.respedweN unless braced throughout their length by ('� continuous shesthbp stele as plywood Mere and/or drywal(BC). V ^. H ER DATE: 7/1/2016 the overall structure Is the respena blity of the building designer. 3.2x Impact Menke or lateral bracing required Mere s own«« A. 1� SEQ.: K2 13 3 0 5 6 4,flatbed should be applied to any component until ager all bracing and 4.instelleion of tone is the responsibility of the respedhe contractor. fadaners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK denten bads be applied to any component. end are for conditionor use. 5.Cofer/True has no control over and assumes no responsibility for the 6.Design assumes MA bearing al all supports shown.Shim or wedge 11 EXPIRES:06/30/2017 necesmbleetlon,handling,shipment and hesitation of components. n e q 7.Designaapbeeuded en drainage lo Inns.d. July 5,2016 6.ThYdsstgn Is furnished subject to the limitations sal forth by B.Plates shall be boated on both/aces of innq end placed so their comer TF'WYtCA In BCSI,sepias of which wig be fumlehed upon request. Anes coinede with joint center lines. MiTfdc LISA,Inc./Com UTNE Software 7.6.7 1 L E S.Digits Indicate size of plata in Inches. P ( )- 10.For beak connector plate design values see ESR-1311,ESR-1 988(MITek) I 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: 2x9 KODE #1&BTR 'I LOAD DURATION INCREASE = 1.15 1-2=(-397) 115 4-5=(-214) 188 1-9=(-362) 141 5-3=( -43) 258 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-415) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=(-362) 169 WEBS: 2x9 RIDE' STAND 5-2=( -26) 189 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -64/ 913V -180/ 180H 2.50" 0.66 KDDF ( 625) 9'- 2.0" -64/ 413V 0/ OH 2.50" 0.66 KDDF ( 625) .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "on 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" @ 9'- 7.0" Allowed = 0.438" . MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed - 0.376" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" MAX HORIZ. TI DEFL = 0.008" @ 8'- 11.5" 4-07 4-07 1' 1' f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 12.00 17 N12.00 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, M%FRS(Dir), A. load duration factor=l.6, End vertical(s) are exposed to wind, 4 �� Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 .,- (41111111111 5'1 4111111111111111111111111.111111111W -," r7 M-5x8 m 0 0 1 c9 N 0 0 I I NCV M-41�Sx3 M-1.`5X3 nh 6.00 6.00 12 12 y 4-07 y 4-07 y ``cO PRR()FACS l 9-02 y k�,,Co N61 N4-6) 670 4 ' 87022PE -Yr- JOB "JOB NAME : RT ENGLISH STEP 5 PLEX - N3 ,-'� Scale: 0.3281 N� ,.Bu6.1*-1 :\I WARNilder O. hRAL s&gnNOTES, tiny u on the se parameters 7 .0 OR EG N R�O�vti 1.Builder and erection contractor should he*Weed of al General Notes 1.This assign is based only upon the patemetere shovm and is for an IMIWdwI 7 Truss: N3 and Warnings Mbre construction commencaa building component.Applicability of design parameters and proper /� '',1,/ay 2.2e4 eompraWon web bracing must be Installed where shovm s Inmrponlbn of ca,eya b the rosponsibq%y of the building Weidner. /1Q R 1` P� 3,Additional temporary bracing b enure stability duke construction 2 Oesign assumes the top and boom chords to M laterally braced al L. Ie the responsibility of ere erecter.Addllorsi permanent bracing f 2'o.c.and at/0'a.c.napeciNaly unless braced throughout their length by O Cl g° continuous sheathing such as pywood sheathing(TC)and/or drywal(BC). l7 A• u t'i)1 DATE: 7/1/2016 the overall strucMe Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing requited where shown i" I-i�r SEQ.: K2133057 4.No load should be applied toanycomponent until afterallbracingand s.Installation awssthearobMbaudbheoespecdkwacontractor.environment, fasteners era template and at no time should any bads greater than and Design artar"dry busses"r.to b TRANS I D: LINK design loads be applied to.m}component B.Design assumes fullM bearing al as supports own.Shin or wedge If 5.Compares has nocomreleverandassumesnoresponsibilityforthe carry. EXPI RES:06/30/2017 fabrbetbn,handling,shipmenieed installation ofaomp°nems. 7,Design assumes adequate drainage N provided. July 5,206 6.This design is furnished subject to the limitationsco ees est forth by a.Plates ahel be bated on both faces of buss,and placed their center TP WRCA In BCSI,copies of Mich coil be funs esd upon request. %nes coincide with Tend canter lines. 9.Digits Iniate size of pests in inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L)-E to.For bask connector plate design wield tie ESR-1311,ESR-7966(MITek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -6) 163 6-7=1-2256) 2253 2-6=(-1069) 851 BC: 209 KDDF #l6BTR SPACED 29.0" O.C. 2-3=1-1571) 1353 7-8=(-2256) 2253 2-7=(-1475) 1623 WEBS: 2x9 KDDF STAND 3-9=1-1571) 1353 7-3=( -982) 1132 LOADING 9-5=1 -6) 163 7-9=(-1475) 1623 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-9=(-1069) 851 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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) ** 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 Ir OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 .� 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 = -0.009" @ 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" MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12 12 M-4x6 12.00 12.00 MAX HORIZ. LL DEFL = 0.037" @ 8'- 11.5" 4.0" MAX HORIZ. TL DEFL = 0.090" @ 8'- 11.5" 3 PV ICOND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, 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. L M-3x51L M-3x5 A411 m !rPPIIIIIIIIIIIr--5x8 i 0 I l N 0 I N '.‘13 %, / I • ®I , re-Tice M-318 .Q 6.00 6.00 12 12 y l l l l 1-03 4-07 4-07 1-03 .c1/40;4 PR y S9-02 ,C0 .. GINF / , O2 4� 87022PE nr" JOB NAME : RT ENGLISH STEP 5 PLEX - NDRAG Scale: 0.3279 N wmmilims: GENERAL NOTES, unlace otherwise noted: TrussDRAG I.erllbfanderedbncontractorshouldbeadvised ofall General Notes 1.This deNgnIs based only span the parameters shown and Isfor enIndividual '0)., q,REGO 8I and Warnings before conetructbn commences. building component.Applicability of design parameters and proper ,' 2.2a4 oompreesionsueb bradn must be Installed where shown+. Incorporation of component Is the responstaty of the building designer. g2.Design assumes the top and bottom chords to be Iaterely braced et On Mg ER �1 C� 3.Adrbnal temporary bracing to Insure stability during construction T o.c.and at id o.c.respectively unless braced throughout their length by O . MEN responsibility of the erecter.Additional permanent bracing of continuous eheemag such as plywood ehsalhlnp(IC)and/or drywaA(BC). V A' u(^R� DATE: 7/1/2016 the overall struemre lathe responsibility of the building designer. 3.2i Impact bridging or lateral brewing required where shown++ I-i SEQ.: 13 3 0 5 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. farlaner are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK debt beds be applied to any component. end are for"dry condition"of use. 5.CelapuTrus has no control over and assumes no responsibility for the 8.Design sewmee full bearing at all supports shown.Shim or wedge If EXPIRES: 06/30/2017 bnikatlon,handling.shipment and Inetailatbn of components. necessary. 7. assume,adequate on both is tuss,provided. July 5,2016 8.Thio design h furnished subfed m the limitations set forth by B.Plates shall be boated on both lase of truss,and placed no their center TPW'lCA In BCSI,copies of which will be furnished upon request. Anes coincide veh Joint center Ones. 9.Wok USA,Inc.ICompuTrus Software 7.6.7(1L)-E 1o.For badiglte e conncate ector plate nes. ph sign values ase ESR-I311.ESR-I988(MiTek) !!�!! This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 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 KDDF #1&BTR 2-3=(-163) 211 5-6=(-257) 772 4-2=(-1699) 421 6-3=( -132) 61 WEBS: 2x9 KDDF #1&BTR; '.. LOADING 5-2=( -395) 2782 2x4 KDDF STAND A; LL = 25 PSF Ground Snow (Pg) 2x9 KDDF STUD B TC UNIF''LL( 50.0)+DL( 20.0)= 70.0 PLF I'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF TILL( 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" 4.50 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 PSF. Single member as shown. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Hangers attached to the bottom chord will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/360, 71=1/240 MAX LL DEFL = -0.037" @ 4'- 7.0" Allowed= 0.275" . "" For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.082" @ 4'- 7.0" Allowed = 0.412" 4-07 4-07 .1' '( '1' MAX HORIZ. LL DEFL = -0.003" @ 8'- 10.5" MAX HORIZ. TL DEFL = 0.009" @ 8'- 10.5" M-1.5x3 M-5x8 M-1.5x3 f- 1 2 3 _/ Design conforms to main windforce-resisting 0 1 - o 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.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. T 1,T q w-1 B ',AI A +L I of m 0 0 1 co ro I 1 f 4* 5 6 / M-7x12 M-4x12 M-7x12 y4-07 4-07 y ��c PR OFFS y 9=02 y ct,", NGINE�R S/O2� 4' 87022PE / <" JOB NAME: RT ENGLISH STEP 5 PLEX - NGIRD Scale: 0.3208 tV WARNINGS: GENERAL NOTES, unless othe,Mse noted: 1.Builder and erection contractor should be edvfaed of el General Notes 1.This design is based only upon the parameters shown and is for an individual y �Aj, OR EG O q, �w Truss: NGIRD and Warnings berme construction commences. building component.ApplicebSly of design parameters and proper ♦ ` 2.2x4 compression web bracing nyrst M installed where shown it. mcorporonon of component is the responsibility of the building designer. /� �j�Aa 1` N 3.Additional temporary bracing to Risme stability during construction 2.Design sesames ms lop end bottom chords to be laterally braced et t.O I'O ��` Is the responsibility of the erecta(.Additional M bracing f 2 o.e and s IS sheathing respectively unless braced throughout their length by S r..pana bUt•na er o continuous sheathing such es plywood ing(TC)and/or drywd(BC). v A, H E.R DATE: 7/1/2016 the overall structure la the raepanalbiny of the building designer. 3.2x Impact bridging or Wend bracing required where Mown+. SEQ.: K2 13 3 0 5 9 4.No load Mould be applied to any component udl after all bracing end 4.Designhang"of truss mes lathe a a r ro h�.bhttye f the non-corrosive contractor. environment, fasteners are complete and a'no tine sherdd wry bads greater men end m sor s dry trusses of tob. TRANS I D: LINK design bads be applied to arty oomponerd. 8.Design assumes tdt bearing at all supports Mown.Shim or wedge If 5.Compares Msnocontrol over and assumes no responsibility for thea....ry. EXPIRES:06/30/2017 fabrication.handling,shipment and kMaftstkn of components. 7.Design assumes adequate drainage N provided. July 5,2016 6.This design is furnished abject to the limitations eat forth by 8.Plates shat(be located on both raps of buss,and placed so their center TPMMfCA in SCSI.copies of het h Aft be fumbled upon request. Anes comelde with hint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CornpuTrus Software 7.6.7(1L)-E 10.For bask connector plete design values see EBR-1311,ESR-tg8a(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" ICOND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 413BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND; 2x9 KDDF #14BTR A LOADING Design conforms to main ree—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components andd cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), LL = 25 POP Ground Snow (Pg) load duration factor=l.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M-1.5x9 or equal at non—structural in the lane of the truss oral vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. P Y• 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. 6-04-07 5-08-09 T T T 12 9.00 M-1.5x3 5 M-3x6 1411/1111111111 3 l4 l glil " N 0 Al rn i f- o 1 M-165x3 M- x6 M-3x4 y6-02-11 5-10-05 y <�ED PR Opp, y1-00y 12-01 0y 3 �� C.NGIN�FR X02 Qt 870 2PE /,�" JOB NAME : RT ENGLISH STEP 5 PLEX — PlAFW Scale: 0.2716 N WARNINGS: GENERAL NOTES, unlenaherwhe noted: .�e Truss: P lAFW 1.Builder and erection contractor should be advised of all General Notes 1.This design is bred only upon the parameters shown and is for an Indivldusl T, c\'‘-o,.. OR EGO 15;'...i.,147 and Wamings before construction commences. building cempor ant,Applicability of design parameters and proper 2.2x1 compression web bracing must be Installed where shown«. Incotporotion of component h the responalbgtiy of the building designer. �� Sid-� �1 3.AdYgonal temporary bracing to insure stability during construction 2.2salgn and et 15 the lap and bottom es.be to be laterally brewed et 'V' Is Sul rosponslagy of the erector.Additional permanent bracing of z'o.c.and at to o.o.respectively unless braced throughout their length M O a� DATE: 7/1/2016 ore overall structure is Inc responsibility f me bmldl deli nuc continuous edging or such as plywood required ng(TC)and/or drywal(BC). S /l' C Pt a ng g 3.2x Impact bridging or laterel bracing where shown«« e'7 fl G SEQ.: K213 3 0 6 0 4.No Md should be applied to any component until after all bracing and 4.Design of truss Is the responsibility of the respective contractor. falienurs are complete and atnotimeshomD.sign should 5. eeeurrro.troeee.me to be used lee non.cornnoe encirennent TRANS ID• LINK dergnloads beapplied to any component. and are for"My condition.ofuse. 5.CalapuTnro has no central over and assumes no reaponalbllgy for the 8.Design assumes NI bearing at al supports shown.Shim or wedge if .wry. EXPIRES:06/30/2017 faerldtion,handling,ehlpmeetand metallaaonofcomponents. 7.Desgnassumes adequate drainage isprovided. July 5,2016 8.1111a design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPYWFCA in SCSI,copies of**Al will be furnished upon request. Ines coincide with joint center line. MITNc USA,Inc./ComuTrue Software 7.6.7 1 L E 9.Digits indicate alae of plate in inches. P ( 10.For beds connector plate design values sea ESR-1311,ESR•t 988(MITek) Ali This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS i TRUSS SPAN 20'— 11.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #14BTR SPACED 24.0" S.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND; Design conforms to main windforce—resisting 2x4 KDDF #14BTR A LOADING LL( 25.0)+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 PIF Wind: 190 mph, h=29.9ft, 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 PIP 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ANE) BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous M-1.5x4 or equal at no -structural bearing wall for entire span UON. vertical members (uon)n 2-10-03 6-07-10 11-05-03 2-08-03 6-11-11 5-05-13 5-09-05 T T T T T 12 12 9.00 17 N9.00 M-4x6 -7x8 tb� M-3x4 1 f + /1111111'‘M-3x6 1 + 0 / 1 A 7-♦- o ii M-7x8 a, / 11 o N rn 400000 . O E N.. 7 NI 41a 6 M-3210 0.25"e M-3x6 10 IIM-4x4 M-3x5 M-5x6(S) ,1 ), y ). y ,<C, PRQp y2-06-07 7-04-15 5-05-13 5-05-13 y ��c,, �NG,IN E - /49 per 20-11 870 2PE 9c" JOB NAME : RT ENGLISH STEP 5 PLEX — P1BFW Scale: 0.2053 '^ WARNING.: GENERAL NOTE., unless otherwise noted: t7 V,A OREGO �, O�vti 1.Builder and eradbn contractor shodd be advised o/el General Notes 1.This design h based only upon the parameters Mown and h for en Individual 7 Truss: P1.B FW and WaMnga before construction commenes.. building oompanenl.Applicability of design parameters and proper ` 2.2z4 compression web bracing must be Installed infers shown*. Incorporolbn of component la the responsibility of the building designer. /^� �AA�.y EA 1� ��wl 3.Additional temporary bracing to Imre stelly during construction 2 Design assumes the tap and bottom chords to be laterally braced at t,.O I'O Is the responsibility f the erestM.AddfibnY m bracing r 7 o.c.end et id c.c.reepectdely unless braced throughout their length by S ly o permane g o continuous sheathing such as plywood sheathing(TC)and/or drywel(Bc). v A. H EPt DATE: 7/1/2016 the overall structure is the reaconsibBly of the bolding designer. I.2v Impact bridging or lateral bracing required where Mown•• SEQ.: K2133061 4.No bad should be applied to any component until after all bracing and 5.4.DesiIn00a?rusIss the he are bebuwdf the o wsspctivecorrosNe enWronr. fad.ners are compete and at no time should any loads greater thang TRANS I D: LINK design loads be applied to an component. 6. pep re for.dry NI beenn ondition.l t al supports shown.shim or we if and en 5.CampuTrushasnocontroloverendaseesnoresponsibilityforthe e.naas mea 8sEXPIRES:06/30/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. July 5 20 1 V 6.This dePgn is furnished eub)ed to the trus limitation set forth by a.Plates ahal be located on both feces of s,and placed so their center TPUWTCA in SCSI.copies ofwinch will be lanlehed upon request. Ines coincide with foam center fines. 9.Digits Indicate size Pinata In Inches. MITek USA,Ind./CompuTfus Software 7.6.7(10-E 70.For besic connector plate design values sea ESR-1311,ESR-1 gas(Web) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" GOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #l3BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=20.6f t, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, End verticals) are exposed to wind, M-1.5x9 or equal at non—structural Truss designed for wind loads • vertical members (won). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS 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. 3-06 T T 12 9.00 177 M-1.5x3 9 3 IlirA Ill 0 ••••• 0 0 m 0 ti o s M-3x1 M-1.5x3 J• l 1 i' 1-00 3-06 0-03 c��0NG NE -.)5) S/0 2 .‹ 870 2PE 9<` JOB NAME: RT ENGLISH STEP 5 PLEX — P1CFW Scale: 0.5996 WARN/MGM GENERAL NOTES, unless othersae noted: 'g'a 1.Buller end erection contractor should be advised of all General Notes t.Thle design is based only upon the parameters shown end Is for an Individual A), OR EG O ti�AU Truss: P1CFW aM Warnings before construction commences. building component.Applicability of design parameters and proper 2.LAcomprewon web bracing must be Installed where shown.. Incorponllon of component Is the responstbAlty of the wilding designer. r/'� �A��E IR �� 3.Adlllloanl temporary bracing to insure stability tluring construction 2.Design assumes the top and bottom chords to be laterally braced el V• cl�� (� is ti responsibilty of the erecsor.Additional permanent bracing of 7 o.c.and WO o.e.respectively unless braced throughout thole length by O `_ DATE: 7/1/2016 ti»weroll structure Is the responsibility f me hulMing designer continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). S /I' H C�� AY° 3.2,Impact bdd,ng or leterel bracing required where shown t• el L SEQ. : K213 3 0 62 9.Nomad should be applied to any component until after all bracing and 4.Installation of tons Ie Me responsibility of the respective contractor. fadonen are complete and at no time should any loads greater than 5.Design assumes Wsses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. .td are for"dry condition"of use. 5.CawpaTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing et all supports Mown.Ihlm or wedge if G EXPIRES:06/30/2017 talelnsi kation,handling,shipment and elletlun of components. 7.Design assumes adequate drainage b provided. July 5,201 6 6.11WY design Is furnished witted to the tlmitallons set forth by S.Plates shell be located on both laces of truss.and placed ao their center TWITCH In SCSI.copies of which will be Nmlahed upon request. Ines coincide with joint center line. MITelo USA Inc./CompuTrus Software 7.6.7(1L)-E IU For Digits basic connector ple e enscones. cele design values see EBR-1377,ESR-1988(MITak) Iii This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS III TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 REEF 1116BTR LOAD DURATION INCREASE = 1.15 1- 2-) -7) 30 2- 9-(-23) 297 9- 3=(0) 143 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-436) 96 9-10=1-27) 287 6-10=(0) 143 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10- 7=1-23) 297 LOADING 3- 6=1-287) 95 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=1-436) 96 TOTAL LOAD = 45.0 PSF 7- 8=1 -7) 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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) OVERHANGS: 8.0" 8.0" '.. 8'- 2.0" -60/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. ICOND. 2• Design checked for net1-7 psfl uplift at 24 "or snaring 2-07-11 2-10-10 2-07-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ,r 1 1 ,( MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed= 0.067" 2-09-11 0-06 �-06I 2-10-10 0-06� 2-09-11 MAX LL DEFL = -0.013" 0 5'- 10.0" Allowed= 0.242" MAX TL CREEP DEFL = -0.018" @ 5'- 10.0" Allowed= 0.362" MAX 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 / 1 I 1 1 MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 9.00 7 Q 9.00 Design conforms to main windforce-resisting M-4x6. M-4x6 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 3 • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration facto =l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N 0 1 4-05-11 ,<11.7k Truss designed as a Piggyback. Structural truss is below. 1' � I 2x4 stripping required at 24"oc where continuous bearing is shown. Join to bottom section of truss with 2-16d nails and top till 9 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 l l 1 J• 2-07-15 4-02-03 2-07-15 la 0-02y03 8-02 0-02y03 `c �G N p,sip 87022PE c' JOB NAME: RT ENGLISH STEP 5 PLEX - P2CAP Scale: 0.4858 ryN WARNINGS: GENERAL NOTES, unless othervdse noted: 'OT OREGO 'WO 1.Balder end erection centred r should be advised of al General Notes 1.This design b based nob upon the parameters shown and Is for an individual '5 C 4'�ER �� Truss: P2CAP and Warnings before can n commences, bulMing component.Applicability of design parameters end proper Cl/i"1 'V, 2.2a4 compression web bruin must be installed where shown.. incorporation of componani b the reeponsibRty of the building designer. 3.Additional temporary bracing Mare entirely during construction 2 Design assumes the top and bottom chows to be laterally braced at �4 J r a` is ill responsibility Nth.sr .Additions! M bracing of 7 o.c,end et 10 c.c.respectively unless braced throughout their length by A, 1-103`\.-\\''' )"4 G+`- gmune continuous sheathing such as plywood sheathing(7C)and/or drywal(BC). DATE: 7/5/2016 the overall structure la the re WNW of the bulling designer. 3.Zs Impact bridging or lateral bracing required where shown+v S E K213 3 0 6 3 4.No load should be applied to rq component awl after all bracing and 4.Installation of hes Is the responsibility of the respective contractor. Q fasteners are compete and no time should any loads greater than t Design assumes tma.ee are to be used in a non-corrosive environment. EXPIRES:06/30/2017 design loads be applied m.rq component. and are for^dry aonenmn•of use. TRANS I D: LINK s.comvurrw h.+no control over and eaun..re re.ponsibtiny for IM S.Design assumes NO beaMg at el supports shown.Shim of wedge If July 5,20 s nece rabrk.tkn,handling,shipment and metaflaaen of components. "eery' 7.Design assumes adequate drainage is provided. e.This design G furnished subject to the Ambtlona set forth by IL Plates Sian be located on both faces Ohms,and paced so their center TPINWTCA in SCSI,copies of ankh Mil be lundehed upon request. Ines coincide Nth joint center line. 9.Digits indicate else o/plate in Inches. MITek USA Inc./CompuTrus Software 7.6.7(IL)-E 1o.Far basic connector plate design values see ESR•1311,ESR-19438(Wok) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 2x4 DF 2400F Ti, 05 SPACED 24.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x4 KDDF #16BTR WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting LL( 25.0)+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 Wind: 190 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, LL = 25 POE Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2X4 BRACING AT 29"OC UON. FOR P 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. 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). 15-04-11 6-02-10 15-04-11 1' T T 1' 7-11-04 7-03-07 6-06-11 7-03-07 7-11-04 T 1' 1 1 T 1' 12 12 M-4x6 ,.:"M-6x6M-6x6 9.00 17 Q 9.00 9 M18HS-5x16(5) M18HS-5x16(5) 0.25" 0.25" 3 . ✓/ ! + +1 \SN. 7 0 2 0 ti Nle. ,—) o M-1!5x3 M-1x8 M-x6 M-1125x3 1 o M-4x6 M-3x5(S) M-4x6 l 17-00 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 y 20-00 l l ��Co' t\ ,,INE.S.O. 1-00 37-00 1-00 Ct 87022P� 9v JOB NAME : RT ENGLISH STEP 5 PLEX — P2FW Sale: 0.1911 • 4 - • N WARNINGS: GENERAL NOTES, unless otMrvdes noted: s\ Truss: P2FW AV 1.Bidder and wadbn contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 •*())„. OR GON N�O4C/ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.hAaompressbn web bnadng must be Installed.here Moven+. incorporation of component h the roepondbgty of the building designer, ^ tA.�� 3.Ad/bnal temporary bracing to Insure stability doing construction 2.Design assumes the lop and bottom chords to be laterally braced et 1..• ".713 Is M responsibility either enactor.Additional permanent bracing of T o.c and at td o.c.e0nh as antes.bawd throughout melt length by DATE: 7/1/2016 me esenn dnmtare b me rs.pdndmty of the banal see nets continuous sne.mIng sutra..plywood sheamn re a and/or arywagec). OV A. He (.�� building q 3.In Impact bridging or the re bndng required when shown SEQ.: K213 3 0 6 4 4.Nd baa should be appeal to any aamponent until alter an bracing and 4.Installation of trust Is the responsibility°Rhe respective contractor. hebnen are complete and at no time should any loads greater then 5.Design mums trusses ere to be used In a noncorrosive environment, TRANS I D: LINK desIn leads be applied to any component. cod ere for"dry<ondnwn°of use. 5.CotpuT,us has no control over and assumes no responsibility for the H.Design assumes full bearing at all support.strewn.Shier or wedge If EXPIRES: 06/30/2017 faYblbn,handling,shipment end Insteiblton of cemponents, 7. eesry. H.Thio design Is furnished subject tome limitations set forth by 8.Platesshallbe located assumes aone both fares ohm...,and placed w their center July 5 n 20 6 TPSWTCA In SCSI,wpbs sowhich oil be furnished upon request. lines coincide weh joint center lines. Mu sic USA Inc./Com uTrus Software 7.6.7 1L E S.Digits Indicate dor of Mete In Inches. P ( 10.For bask connector plate aedgn values est ESR-7311,ESR-19138(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 240 9-17=(-124) 1334 BC: 2x6 KDDF #16BTR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 184 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-3926) 602 13-14=(-224) 3096 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 14-15=(-292) 3528 4-14=( -474) 278 TC LATERAL SUPPORT 0= 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=( -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 19- 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=(-740) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=( -482) 2798 ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=( 0) 70 8-16=( -684) 3666 __'e- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-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 BRG AREA nails staggered: XX o in 1 9" c n 1 row(s) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, 0'- 0.0" =396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -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" *** HANGER 0 APPLY CONC. MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed= 1.804" LOAD(S) EQU'LLY TO ALL MEMBERS. 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- T 5-07- 02 6-02-02 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-5x6 M-3X9 M-5x6 12 Wind: 140 mph, h=24.3ft, TCDL=6,0,BCDL=6.0, ASCE 7-10, 9.00 F 6 ' 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - 10 load duration factor=l.6, M-3x9 M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. / . M-3x4 +ft +1 M-3x4 NIN- 0 0 o /z 1z 13 b4.25"�'' 0.25;'S 16 M-1175x3 M-3x8 ' o I -3x5 M-1.5x3 M-3x9 M-7x8(S) M-6x8 . �,Q, D P R OFFS o M-7x8(5) +c* � �NGINE�R `req l l l l y *zelz# l l �6,;P 2 l l 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 l l C4' 8 702 2 P E 9r" 1-00 37-00 1-00 JOB NAME: RT ENGLISH STEP 5 PLEX - P2GIRDcn ,� Scale: 0.1411 . SAT OREG N tis Ali WARNINGS: GENERAL NOTES, unless olherwim noted: IP1.Builder and erection codedor should be advised of al General Notes 1.This design is based only upon the parameters shove and is for an individual r/� 4 4 *rl HERV\Truss: P2GIRD and Warnings before construction commences building component.Applicability of design parameters and proper P 2.244 compression web bracing mus be installed where shown+, Irrcorponibn of component b the reepnstbl8y of the building designer. 3.Additional temporary bracing U insure stability dreng construction 2 D2.esign assumes me fop and bottom chords to be laterally braved at A H E�_` ely unless braced throughout their length by Is the responedlty of the erecter.Addlfonsm pennent bracing of continuous eseathingfsuch eesvplywood sheathing(TC)nd/endrdrywal(BC). DATE: 7/5/2016 the overet structure Is the resoondbllty of the building designer. 3.2a Impact bridging or lateral bredng required where shown++ S E 4.No load should be applied to any compsnent l after all bracing and 4.Installation of truss is the responsibility ity of the respective contractor. 4 K213 3 0 6 5 MN are complete and at no time should any bads greater than 5.Design assumes truss.are to be used Ina non-corrosive environment. EXPIRES:06/30/2017 TRANS I D: LINK design beds be applied to any component and are for'dry condllo rig et all supports Mown.Shim or wedge if Jul 52016 fabrication,handling.shipment end installation of components. Mceass �/ 7.Designlesassumesadequateoneeth feces is rustan 5.This design Is furnished eubJed to the limitations est foil by 8.Plates sisal be bated on both feces of truss,end placed so mak center TPInATCA in ECM,copies of which sill be almllMd upon request. Inca coindde with Joint center lines. e.Digits indicate ire of Mate in Inches. MITek USA,I nc./CompuTrus Software 7.6.7(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1558(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: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 290 9-17=(-124) 1334 BC: 2x6 KDDF #1&BTR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 189 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3926) 602 13-14=(-224) 3046 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 14-15=(-292) 3528 4-14=( -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) 539 15-16=(-522) 4702 5-14=( -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 7- 8=(-4956) 880 17-10=(-740) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=( -482) 2798 ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=( 0) 70 8-16=( -684) 3666 Jr BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1094) 260 ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA nails is staggered: 9" oc in 1 row(s) throughout 2x4 top chords,XX LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) e 9" oc in 2 row(s) throughout 2x6 bottom chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 9.89 KDDF ( 625) 9" oc in 1 row(s) throughout 204 webs. 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. *** HANGER TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=1/240 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 1 Q 'f '( 'f '( 'f 'f '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-3 9.00 M-5x6 J 9.00 (All Heights), Enclosed, Cat.2, Exp.a, MWFRS(Dir), - 43 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 ,-1 / - 4 N. I /z -3x5 M-1125x3 M-3x4 b°.5" 0"25 N M16x8 M-117 5x3 M-3x8\ r o Q, D PROFe, M-7x8(S) M-7x8(S) ��c�'�4'NG,INE'�c�`vol y y y y l ***izelz# y l 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 Q 91+' ) ) ) ) 87022PE 1-00 37-00 1-00 / / JOB NAME: RT ENGLISH STEP 5 PLEX - P3GIRD " Scale: 0.1411 1:. �A OR EGO q, 0k/~ WARNING& GENERAL NOTES, unless otherwise noted: T Truss: P3GIRD 1.Bullar and erection contractor should be edvised of at General Notes I.This design b Weed only upon Na parameters shown and Is for an individual lA ,,I,/ 4 • aMMAmings before construction commences. building component.Applicability of design parameters and proper `1 �✓/ 2.2x4campresstnn web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Addliona)temporary bracing to insure Aablltly during construction 2.Design sbeamaa the tap and bottom chords to be laterally braced at OS ,a• Fit�\' how naponstblly of the erector.Additional permanent bracing of 7 on.and et 1O o.c.reapectNely unless braced throughout their length by /� DATE: 7/5/2016 &several'structure is the ro.ponsibloy of the builds designer. 2t continuouaging sheathing lateralae aywg required where show) /eor sryweA(BC>. ng 3.In Impact bodging iors the re)bracing iy ofthe where ane co*. SEQ.: K2133066 4.WINN Waivers aiwa.at.cWape an at any comtime shout until after loadsgbrodnh.nd 4.Design esigntionas of twee nisies responsibilitytbeusin.neapedeecoenviron raw....recample..na.to.gm.an.mtl,mla.tlagreatertn.n S.De are are .dln.nanbeneween.Imnmem. EXPIRES:06/30/2017 M louts Wa led m an nt. and are for"dry condition"of use. TRANS ID: LINK tlpn pp rwmpo^e 5.GaipuTrus has no control over and assume.no reeponslblNy for the 8.Design assumes full bearing al at supports shown.Salm or wedge 8 July 5,2016 hMcatlon,handling..hipment and mstalletlon of components. necessary. 7.Designerassumes cted o bothlfage is press,a. 8.ThMtlealgn h furnished subject b the Ibnlletlona set forth by 8.plates shell W located on both faces of truss,and placed so their anter TPIANFCA in RC51,wpbs of which volt be Nmiahed upon request. hes coincide clth)olm center lines. 9.Digits Indicate We of plate In Inches. MR4k USA,Inc./CempuTras Software 7.6.7(10-E 10.For basic connecter plate design values see ESR-1311.ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x9 KDDF #laBTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-406) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -907) 284 9-10=( -97) 630 2- 9=) -297) 1049 WEBS: 2x4 KDDF STAND; 3- 9=( -304) 253 10-11=(-169) 1045 3- 9=( -91) 130 2X4 DF STAND A; LOADING 4- 5=( -675) 307 11- 7=(-167) 1047 9- 9=( -771) 290 2x9 KDDF #16BTR 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 POP 6- 7=(-1476) 275 10- 5=) -68) 255 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIP 10- 6=) -503) 244 BC LATERAL SUPPORT <= 12"00. UON. LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For - Sea approved Tans BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 0'- 0.0" -176/ 1148V -386/ 2128 5.50" 1.84 KDDP ( 625) hanger specs. pp P 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. OND. 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" 03-04 9-06 13-06 MAX TL CREEP DEFL = -0.072" @ 11'- 7.5" Allowed = 1.218" '1. 1' f I MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 1-09-12 4-09 4-09 6-06-09 6-11-07 l MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" / / f I I f I 12 12 Design conforms to main windforce-resisting 9.00 7 Q 9.00 system and components and cladding criteria. M-5x6 M-3x4 M-5X6 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3y 9 5 7f os (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9I End vertical(s) are exposed to wind, 2 Truss designed for wind loads A- 1 din the plane of the truss only. M-3x4 +: w N ti ,-1 B 1 m +. 414 . & A B*e9 02$"10 11 **7 0 . M-1.5x3 M-1.5x3 M-3x4 0 M-3x8 M-5x8(S) E� PROF y2-05 y 9-02-08 l 6-10-01 y 6-09-11 y �\c ' ,( INEE�(S;27 25-03-04 '�� 870 2PE ��' JOB NAME : RT ENGLISH STEP 5 PLEX - P4 Scale: 0.2060 1) / WARNINGS: GENERAL NOTES, unlen otherwise noted: tf .o OREGO q, �� 1.Builder and erection conte"•should be advbd of a8 General Notes 1.This design Is based only upon me parameters shown and b for an mdiedwl 7 Truss: P4 and Warnings before Bond .Ion oommena.s. building component.Applicability of design paremete5 and proper A 2.2x4 comorogen web bracing mud be Installed Where shown v. incorporation of component is the reaponsibWlly of the bWl4lnp designer. C �' 3 E R .\` N 3.Additional temporary bncbp.Were Mobility dulig construction 2 Design assumes the top end bottom chords to be laterally breed d O I'O h.` Is the respentldlty of ms are•ot.Addilbnsl penan.nt bracing of 2 o.c.and d 10 o.c.respecthely unless braced throughout their length by C1 `_ continuous sheathing such as plywood sheeth,65,.)end/or drywe8(BC). V A' L�e� DATE: 7/1/2016 the overall structure W the r...•nsibilM of the building designer, 3.2x hoped bridging or Wend bracing required when shown** �'1 11 SE K213 3 0 6 7 4.No load should be applied to m component will afar all bracing end 4.Installation of buss Is gra responsibility of the respective contractor. 4'' fasteners ere complete end a•no the.should ray loads greater than 5.Design assumes trusses ere to b.used Ina non-corrodve environment, end ere for"dry condition"of use. TRANS I D: LINK dedpn pads he applied to an component.5.OompuTnu hes no control ovsr and assumes no responsibility for the 8.Design assumes full bearing at all supports Mown.Shim or wedge If EXPIRES: 06/30/2017 necepary. feisdeeln,handling,shipment an installetwnacomponents. 7.Deegn July 5,2016 8.This dedpn is furnished subject to the limitation set forth by 8,plates shell be located on both faces of teres•and plead so their center TPYWICA M ECM.caps of which will be fumiehed upon request. Ines coincide with joint center linea. 9.Digits indicate sire of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7)1L)-E fO,For beak connector plate design value.see ESR-1311,ESR-I 988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF # ICOND. 3: 150.00 PLF SEISMIC LOAD. l&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-HU( 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 Wind: 140 mph, h=25.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 POE Ground Snow (Pg) load duration factor=1.6, M-1.5x9 or equal at non—structural End vertical(.) are exposed to wind, vertical members (uon). 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. BOTTOM CHORD CHECKED FOR 1OPSF 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 T T T 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 4 1. T ,r T 1' T 12 12 M-5x6 M-3x4 M-5x6 9.00 7 a 5 6 Q 9.00 de M-3x6 M-37/6 ti o 4 III 00111°1 il o 0 1 M-195x3 100.25" 0.25i11 M-1125x30 M-4x6 M-5x8(S) M-5x8(S) M-4x6 J• l l l yD PR OFFos 7-00-11 6-10-01 9-02-08 6-10-01 1 00 37-00 ��\`JGINEER /O2 87022PE 9r JOB NAME : RT ENGLISH STEP 5 PLEX - P5FW Scale: 0.2324 N WARNINGS: GENERAL NOTES, Mese otherwise noted: 1 CIN 11 Truss: P5FW 1.Balser and erection contractor should be advised or at General Notes 1.nes design is based only upon the parameters ehnwn and is for an Individual , aG OR EGO (15„k/ ant Warrings before construction commences. building component.Applicability of design parameters and proper 2.2td compression web bracing must be Metalled where shown+, incorporation of component lathe responsibility of the building designer. �ii e� �� 3.AdNlenel temporary bracing to Insure stability during construction 2.Design .t 15 the top and bottom chords to M laterally braced at '�/ `A left responsibility of the eredo,.Additional permanent bracing of Icons.and at e.a.c.such unless braced throughout their length by O.(1 sinuous Meelhbg such es plywood sheething(TC)end/or drywat(BC). lJ A u{;�` DATE: 7/1/2016 Meowrall structure Is the responsibility of the building designer. 3.2r Impact bddgwg or lateral bradng required where shown++ e1 n r.. SEQ.: K213 3 0 6 8 4.No bed should be applied to sly component until after all bracing and 4.Installation olhuse lathe responsibility of rsspedire contractor. fasteners are complete and at no time should any wads greater than 5.Design assumes trusses ere to be used in a non.norroelve environment, TRANS I D: LINK delle bads be applied to any component. end are for"dry condkbn"of use. 5.CelepuTrue has no control over and assumes no responsibility for the 6.Design mumscat bearing at all supped,shown.Shim or wedge if EXPIRES: 06/30/2017 federation, installation of components. 7,Desiggn s munaumesadequate dremegeisprovided. July 5,2016 6.Thidastgn is furnished sub)ed to the limitations set forth by 8.Plates shall be located on both faces of truss,end pieced so their center TPIAN CA In BCSI.cornea of when wit be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate dee of plate In inch.. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see EBR-1311.ESR-1988(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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 709 6-3=(0) 177 BC: 2x4 RODE' #1&BTR SPACED 24.0" O.C. 2-3=(-562) 300 6-4=(-555) 704 WEBS: 2x4 KDDF STAND 3-4=(-562) 300 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 PUP 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" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) 8'- 2.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) M-1.5x9 or equal at no -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uonon 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. 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" MAX TL CREEP DEFL= -0.000" @ 8'- 7.1" Allowed= 0.067" fMAX 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" MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" IIM-4x4 9.00 7 Q 9.00 34.0" ` 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 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. 2x4stripping required at 24"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 2'-0" oc maximum. Connections are for vertical gravity loads only. 6 M-3x4 M-1.5x3 M-3x4 y y 'I 4-09 4-09 ,-PR OF 0-02-03 8-02 0-02-03 1<c, <0.:sic lNF -e 0i22 '" 87022PE �,9<' JOB NAME: RT ENGLISH STEP 5 PLEX - P5FWCAP w Scale: 0.4858 ry� /'• WARNINGS: GENERAL NOTES, unless othorwlse noted: "9A�AT OREGO "VO '"� I.Bulkier and eredion contract°should be edvHd of all General Notes 1.This design S based only upon the parameters shown and Is for en Individual P ''.44. E R �� Truss: P5FWCAP and Warnings before constnm Ion commas. building component.ApplkeblNy of design parameters and proper �/ ‘4 incorporation 2.254 compression web bracing mud be Installed where shown e. Incorporetlon of component Is the responsibility of the building designer. O� � `' 3.Additional temporary bracing Ila Insure dabApy during construction 2.Design assumes the lop and honour charts to be laterally braced H (.,J(� Is the ro Ngty of the endter.AddmorW m Mucin f 7 c.c.and at la o.c.respectively unless braced throughout pair length by , H L= M,onsi pamrea g o continuous sheathing such as plywood shealhlrp(TC)ardlor drywsl(BG). DATE: 7/5/2016 me overall structure Is the res1iansiblly of the building designer. 3.25 Impact bridging or lateral bracing required where shown 0. S E v213 3 0 69 4.No load should be appled to any nasal y oompora alter all bracing end 4.lnstegeaon of trues Is the reepondblity of the respective contractor. 4'•' fasteners are complete and at�no time should any bads greater than 5.Design ammo.mines are to be used in a an-arroalWe environment, EXPIRES: 06/30/2017 design bath be applied to any component. end ere for"dry condition"of use. TRANS ID: LINK S.Design assumes MI bearing at all supports shown.Shim orwedge if July 5,2016 5.GompuTr a has no control over and assumes no responsibility for the necessary. fabrinlbn,handling,shipment and installation of eomponenls. 7.Design assumes adequate drainage is prodded. 6.This design Is furnished sab)ed to the*Mations set forth by S.Plates shat be bated on both faces of trues.and placed co their anter TPW.'TCA in BCSI,copies of Molt wit be fumbled upon request. lines coincide with fold center Is... 9.Digits indicate sin of plate In Inches. MITek USA,Inc.ICompuTrue Software 7.6.7(1L)-E to.For basic connector plats design values see ENR-131 I.ESR-tB85(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" GOND. 2: Design checked for net(-7 psf) uplift at 24 "on sparing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" 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( 25.0)+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 Wind: 140 mph, h=26.8ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x4 or equal at non—structural End vertical(s) areexposed to wind, vertical members (lion). 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. tote:Truss design requires continuous bearing wall for entire span UON. 13-09 9-06 13-09 1 4 4 4 7-00-04 6-08-12 4-09 4-09 6-08-12 7-00-04 4 T T f 4 T 4 12 12 M-5x6 M-3x4 M-5x6 Q 9.00 9.00 q 5 6 M-3x6 M-3x6 ,:r, // \\ ',. +8 // \ + +9 M-4x8 M-7x8 2 f / \\ —..1 \\ 0 ror o N f ,� — wa 17:1a4M — ` —,V 9 M— z8 M-13ux8 M-3x5(5) M— x8 Ml3x8 14 M-5x6 M-5x6 .6 l 1 ,6 l l 6-08-12 7-02 9-02-08 7-02 6-08-12 ). 17-00 J. 20-00 J. ,S5�D PRpFfi`.0 J. 1 J, ��5 �NGINE�R �02 1-00 37-00 w `z` 870 2PE 9c' JOB NAME: RT ENGLISH STEP 5 PLEX - P5FWRH Scale: 0.1922 CV WARNINGS: GENERAL NOTES, unless otherwise noted: . V ,\/ Truss: P5FWRH 1.Builder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual ' ' "a OREGO c OR eMNlrning,before construction commences. building component.Applicability of design parameters and proper A'� �`+ 2.2a400mpression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. MB R �� 3.Adaonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al la the responsibility of the erector.Additional permanent bracing or T o.c.and al i S c.c.respectively unless braced throughout their length by DATE: 7/1/2016 the overall structure la the re continuous sheathing such as a�ing required meedsheatn ere shown •drywel(BC). On f. He. ' responsibility or the building designer. 3.2a Impact bntlgkg or lateral bracing required where.Hawn+. a'1 SEQ.: K213 3 0 7 0 4.No bad should be applied to ant component until eller all bradng and 4.Installation or buss Is the responsibility of the respective contractor. rartanam ane complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK dean Wad,be applied to any oompoesnt and are for dry condition'of use. 5.CompoTnn has no control over and assume.no responsibility for the 6.Design names full bearing at all supports Mown.Shim or wedge if EXPIRES:06/30/2017 ralskatlon,handling,shipment and installation or components. 7. necessary. esign ssumes adequate drainage is provided. July 5,2016 8.This design is furnished subject to the limitations set forth by 8.Plates Mall be located on both faces of truss,and placed so their center TPYWTCA in SCSI,copies of which MI be furnished upon request. Anes coincide v4th Joint center lines. MITN0 USA Inc./Com uTrus Software 7.6.8 T L E I Digits sin oats size of plate m inches.values P ( )• 1 9.Dor taint cafe size plate design veluea see ESR-1317,ESR-1958(NBTek) ' 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/Cil=1.00 TC: 2x9 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2317) 902 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x9 KDDF STAND 3- 4=(-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 LOADING 4- 5=(-1326) 918 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 = 95.0 PSF 7- 8=(-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PIE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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/ 178W 0/ OH 5.50" 2.86 KDDF ( 625) 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 = -0.002" @ -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 HORR. 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 , 1 f f , 1 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 7 4 5 6 '7.19.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A » 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-3x4 3 SNNsN + + 0 0 .-1 ,ti a, G 9 All A A MM B r a, of 1 -3x5 M-11 5x3 10.25" 0.25" M-11 5x3 M-3x5 0l o M-5x8(5) M-5x8(3) o �f-_cD PROFL`CI y y y y y J. \cam NGINEF V �O J, y 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 y y ,Gi �i R 1-00 37-00 1-00 ¢- 87022P, 9r' JOB NAME : RT ENGLISH STEP 5 PLEX - P6 Scale: 0.1661 • 1 II N WARNINGS: GENERAL NOTES, union otherwise noted: ``- 1.Builder end erection contractor should be edvbed of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -y, " OR G O N ti�O<U� Truss: P6 and Warnings before conetrudbn commences. building component.Applkebwty of design parameters and proper 2.2s4 compression web bracing must be installed where Moven 0. incorporation of component h 168 responsibility of the building designer. /1 �j�Ab Es .`� ��.y 3.Adddonel temporary bracing to bore stab ey doing construction 2.Design sesames the top and bottom chorda to be laterally traced el l..O •`O Is the responisbilly of the owlet AddIlonal Remanent bracing of T o.a and at 10 o.c.respectively unties braced throughout their length by C1 continuous sheathing such as plywood sheatting(TO)and/or drywae(Bq. l� �. , HER DATE: 7/1/2016 the overall structure Is the rewobslblllly slum building designer, 3.2a imbed bridging or lateral bracing required where shown«« SEQ.: K2 13 3 0 71 4.No load should be applied to my component until ager all bradng and 4.Installation Of roess Isther espeonelebu trod Int 9 respective escp ctiivestve ntrsol,. fasteners are complete and a M time should any loads greater then Desarolasuassumes dry trueese reof tab TRANS I D: LINK design bads be applied to an r component. 6.Design assumes NA bearing et all supports shown.Shim or wedge if 5.CompurrusMsnoconhaolbrerand names Mroapensiblllyfor the ,�,ry, EXPIRES:06/30/2017 febMatlon,handling,shipment and Insteleeon W components. 7.Design assumes adequate drainage Is provided. July 5,20 6 G.This design is furnished subject b ethe Ibtruss,atatieee sat forth by 8.Plates shell be located on both faces of end placed so their center TPEWICA In ECS,copies of whkh Al be Seemed upon request. Anes coincide with Joint center lines. 9,Digits Indicate sire of plate in Inches. , Wilk USA,Ino,/CompuTrus Software 7.6,7(1L)-E 10.For basic connector plata design values see 156-1311,ESR-1988(MRek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-341) 70 6-4=(-17) 195 WEBS: 2x4 KDDF STAND 3-4=(-341) 70 LOADING 9-5=( -7) 30 TC LATERAL SUPPORT<= 12"OC. (JON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BC LATERAL SUPPORT<= 12"OC. VON. 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) 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �� r - • -- ' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed= 0.099" 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 f ,r 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 4-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed= 0.443" MAX HORIZ. LL DEFL =-0.001" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" IIM-4x4 9.00 Q 9.00 34.0" .4,1Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, A'1Alillgu- (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 24"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 IL 2'-0" oc maximum. Connections are for vertical gravity loads only. M-3x4 M-1.5x3 M-3x4 1 y 9-09 4-09 0-02-03 8-02 0-02-03 � ��NG \� P N4-.e.„ s�O R 2 ' 870 2PE f 9r' JOB NAME : RT ENGLISH STEP 5 PLEX - PCAP M N N Scale: 0.9858 WARPMilder GENERAL NOTES, unless otherwise noted: •.p >, OREGO CLO.4Z) . Truss: PCAP 1. Nr and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and h for an Individual anll Warnings before conetrudbn commences. building component.Applicability of design parameters and proper Co FM8 ER �yC" 2.2a4 compression web bracing must be installed where shown+. incorporation of component h the responsibility of the building designer. M1 `- 3.AdMbnel temporary bracing to Insure stability during construction 2.Design assumes the hp and bottom chords to be laterally braced et J' {� Is 81a responsibility of the erector.Additional permanent bracing of T Data est al 1G os.respectively a,sty unless braced throughout melt length by q E DATE: 7/5/2016 m•overall structure b the ro diem f the building designer. continuous sheathing such as plywood epee wherec)endmr drywao(BC). won v• e3.2a Impact bridging or lateral bracing required shown++ SEQ. : K213 3 0 7 2 4.Noised should be applied to any component until after all bracing end 4.Inelellallon of truss Is the are onelbillty of respective contractor.Wienerst Wieners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-carrodve environment, EXPIRES:06/30/2017 TRANS ID: LINK defer be.ppleatoany oomponem. and arefor•drycondlbororsae. 5.CaIRpuTruTrus hes no control over and assumes no responsibility for ins 6.Design assumes NII bearing al ag supports shown.Shim or wedge If necessary. July 5,2016 faMgeon,hendllrp,shipment and!net/illation of components. 7.Design assumes adequate drainage h provided. 6.Thtdasign h furnished subject to the limitations set forth by B.Plates shag be located on both faces of trues,and placed so their center TPPWICA in BENI,copies of which eh be furnished upon request. lines coincide 0Ath joint center lines. MITNr USA,Inc./Com uTrvs Software 7.6.7 1 L E 9.Digits Indicate size of plata In Inches. P ( )- 10.For bask connector plata design values see ESR-1311,ESR.t oBe(Mask) 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 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2317) 902 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x4 KDDF STAND 3- 4=1-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 LOADING 9- 5=1-1326) 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=1-270) 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 = 95.0 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) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ' I 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 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 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 7 5 6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q � !('N 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-3x4 3 7 NI1111111\ 0 0 ti ti v 6 fA M o la a '� � lz 13 o I M-3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 \ c P R = M- x8(5) M-5x8(5) o �C_PO Opens b l l l y l <0[`• .4GI N Etc V /O l 7-00-11 6-10-01 9-02-0e 6-10-01 7-00-11 l y ,� �i R 1-00 37-00 1-00 Cr' 87022PE 9V JOB NAME : RT ENGLISH STEP 5 PLEX - PHIP Scale: 0.1661 7 N� s I. WARNINGS: GENERAL NOTES, unless,10up dharwlet"dad: -? "OT OREGON q, 4� I.Builder and erection contractor*Mould be addled of sl General Notes I.This design Is based only upon the parameters Mown and h for an individual Truss: PHI P and Wanings before construction commeno.w building component.Applicability of design paremetere end proper 2.284 comprestlon web bred"[wept be entailed where shown e. incorporation of component la the'wanton),of the building designer. ..,,$) ,r- 48ER 11 �' 3.Addebnel temporary bracing•Inure stability during ee,10180nen 2.Design**somas the lop and bottom chords to be laterally braced al 0 I' Is the responsibility of the ora dO.adds.ml permanent bracing o/ Y o.c.and at I Cf.e a.c,respectively unless bread throughout their length by C1 continuous ridging such as*wood sheathing(TC)and/or drywal(BC). k A, He?, DATE: 7/1/2016 the overall structure Is the reapondblIty of the building designer. 3.2e Impact bridging or lateral booing required where shown.. �1 SEQ.: K2133073 4.No load should be applied toshycomponent unt#after rigbradngand 4.Installation Design omsssiisthe eeroste sibueydInsthe resp5 06econtractor. 55 00orn.M, fasteners are complete and a no ems should any loads greeter than e end are for"dry condition.of use. TRANS I D: LINK design hada be applied to env component.antra or and assures no responsibility for the 6.Design assumes NA bearing at el supports shown.Shim or wedge If 5.Computrus has no EXPIRES:06/30/2017 fabrication,handling,sitlpment and installasor of components. 7.Ensign ssumes adequate drainage is provided. July 5,2016 e.This design la furnished subject to the ilmitatb s set forth by e.Plates shall be hated on both laps of truss,end placed so their center TPW VTGA In SCSI,apes or which will be furnished upon request. Ines coincide with joint anter(Ines. B.Digits Indicate sin of piste In Inde.. MiTek USA,Inc.(CompuTrus Software 7.6.7(1LK 10.For bask connector plate design values see ESR-1311,ESR-I988(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 N1613.TR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2-10=(-72) 321 10- 3=(-18) 138 BC: 2x4 KDDF )t16BTR SPACED 24.0" O.C. 2- 3=1-468) 156 10-11=(-67) 305 11- 5=(-82) 73 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 11-12=(-78) 305 7-12=(-19) 138 LOADING 3- 5=(-305) 144 12- 8=(-86) 321 TC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 7=(-305) 144 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' 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 ---' - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" 0'- 0.0" -73/ 418V -37/ 37H 5.50" 0.67 RODE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 8'- 2.0" -73/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. 3-00-11 2-00-10 3-00-11 (COND. 2: Design checked foc_net(-7 osf) uplift at 24 "oc soag3na. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 2-09-11 0-11 1-00-05�1-00-05 0-11 2-09-11 MAX LL DEFL= -0.000" @ 0'- -5.1" Allowed= 0.044" f 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" 2-04 2-04 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed= 0.044" 4' 4' 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 I7 Q 9.00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" M-9x6 M-9x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 Wind: 140 mph, h=20.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, _IO I 4- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, AftlyII Truss designed as a Pbkutltblw2x4 stripping requird24htbg Ashown. Join to bottodgli Mr m section with 2-16d t' "12 mo; M-3x4 M-3x5 M-3x5 M-3x5 M-3x4 J. 1 l J. J. 2-07-15 2-01-01 2-01-01 2-07-15 ,ctO 0-02-03 8-02 0-02-03 \��o GIN FSs�0 G- 87022PE v� JOB NAME: RT ENGLISH STEP 5 PLEX - PHIPCAPScale: 0.9858 ei/6‘..1..i:CI .pTOREGO 4�N WARNINGS: GENERAL NOTES, unless otherwlee noted: Truss: PHIPCAP 1•Baler end erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual ..5S S-//,/SMB ER �'` Q� anti Wemmgs before construction commends. building component.Applicability of design parameters and proper 2.2a4compneeion web bracing must be Installed where shown+. incorporation of component is me responsibility of the building designer. w �`` 3.Malone'temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally tined et .V\' /� H s^ le the responsibility OIIM erector.Additional permanent bracing of 2 Dasa end at 10 Data respedNely unless braced throughout their length by /1 G DATE: 7/5/2016 the overall etmomn is the responsibility of building designer. Islopecontinuous sheathing such as brplyacing re uir a where sheathing(TC)and/or0na drywel(Be). 3.le Impadbooingort erelpredngregdroera pe Neo contractor.+ SEQ.: K2133074 a.Paden should 00atesen applItul at ny nocomponent until anylo dalleredohend 4.Design umdiesistooneincf on-orrosiiron tartan are compete and at no bme should any loads greater than 5.and are aaamaa wws Cr.ae toe.used m.non-corrosive environment, EXPIRES:O6I3O�ZO17 y component. and aro far^d Alan"of use. TRANS ID: LINK CNaptiNsseeeocontroova.Dagnaeaasmllaetlngalalapponserao9n.ShlmorwadgeN July 5,2016 5.CdrtpuTms hes no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design el fumiehed subject to the limitations at form by 1.Plates sal be located on both faces of truss,end plead en their center TPWVTCA In SCSI,copes of Bitch will be furnished upon request. gas coincide 94th Joint center lines. MiTak USA Inc./Com uTrus Software 7.6.8 1 L E 9.Digits indicate size of plate in Inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(Wet) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failur- to Follow Could Cause Property I (Drawings not to scale) Dam. e or Personal Injury offsets are indicated. 9 1 ry rteMDimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Add tional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS dia•onal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0-T/16' 4 wid=truss spacing,Individual lateral braces themselves ma require bracing,or alternative Tor I AIIIII—iiIIE p(2)._ killigipp bra•ing should be considered. F � For 4 x 2 orientation,locate 3. Nevar exceed the design loading shown and never stgc materials on inadequately braced trusses. 4. Pro de copies of this truss design to the building c�-e C6- cs•6 desi.ner,erection supervisor,property owner and plates 0-int' from outside BOTTOM CHORDS all o her interested parties. edge of truss. 8 7 6 5 5. Cut embers to bear tightly against each other. 6. Pla•e 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. Des's,n assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the-nvironment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unl=ss otherwise noted,moisture content of lumber shal not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unl=ss expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use ith fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Ca ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 re ••nsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 ca ber for dead load deflection. the length parallel to slots. 11.Plat-type,size,orientation and location dimensions indi'ated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in a respects,equal to or better than that , Indicated bysymbol shown and/or SYP represents values as published spe ified. 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 spa ing 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 w•• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 11111111111111 int 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ste is not sufficient. BCSI: Building Component Safety Information, 20.Deign assumes manufacture in accordance with Guide to Good Practice for Handling, Fi1 i AN I/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013