The URL can be used to link to this page

Plans (57) 1 5-.1- /fAST)-U/1- Ooo,5 / 3 U R s 4v c%r(phr 7`e.-e. 15T3 Nr s r)-o/?-- Uv t Uv (3 OS D sl,,444 'orris-I.-7r 7TH '1°11 .t c'-i /kspoo ,o() tot /3104 s w/f7-cl°rip'i-'r Tr. lSV.►�s7^�:v/>- vv/v2, 11:11/".10 sw /flit r��- tri: MI t5zr MST�i7 =CVto3 ‘,s � ��iHe Trr'. 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. c;\ ‘AG P R Opt6, c. ��GINEc9 /O 2 `' 87022PE 9f yN �N �Aj, OREGON q <ti 'A� fi*BER \\ �O GS A. HEC't 7 E ./ I c AP 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 Ply POLYGON R47867580 PL16-322_UPPER F01 Floor 2 1 Job Reference(ootonal) Pacific Lumber&Truss Co., -'Beaverton,Oregon - 7.640 s Apr 19 2016 Muck Industries,Inc.Fri Jul 1614:23:25 2016 Page 1 ID:5eV?tdf lzoX2xysiFDVpzsmUO-ifXUyBsW2.LU?TXVptJrPaQyHscmv1DttGALobyxmQm 1-9-12 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 e5 8� 7 3x5= 3x4= 3x4= oil 9-8-4 I 0-1� 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d 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 Ina YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (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. <tiV,Ea PROpp ss tc\cANG'NEF9 /02_ 870 2PE I- T c y c.‘A), ti , OREG N c AO 'PO �cti18ER \1 �4 �s A. Heck EXPIRES:06/30/2017 July 15,2016 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8111-7473 rev.10/03/2015 BEFORE USE 11111 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overat building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wek` 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/1PQ Qualify Criteria,058-89 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 Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867581 PL16-322_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Cu,' Beaverton,Oregon . 7.640 s Apr 1-9 2016 MTek Industries,Inc.Fri Jul 15 14:23:26 2016 Page 1 I D:5eV?tdjYiIz0X2xysiF DVpzsm UO-As5s9XtcHMTLdd5h M ag4xoz7xGwQeQe05wwK2yxmQl I 0-94 I 2-6-0 I _ . Scale:1/2"=1' 1.5x3 I I 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 a 05° / 11 10 e 9 8k 4x4= 4x8= 3x8= 3x5= 0.11 13-9-4 0-- 13-7-12 Plate Offsets(X,Y)— 111:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 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 Inc: 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 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) 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. (/-i.:Dc<- PR Of6'S NGINEER /087022PE �r" N N �Aj, OREG•N (yo H 9�'n SER N1 �,��s S A. HER EXPIRES:06/30/2017 July 15,2016 1 t mil WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 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 overal budding 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/TP11 Qually 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. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Oty 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:SeV?tdjYilz0X2xysi F DVpzsm U O-As5s9XtcH MTLdd5hMag4xoz7tGwreRX05wwK2yxmQl 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 II 1 2 3 4 5 6 7 o a e 0 -7 11444 / -- IINI - nil -o 1' 10 9 8k 355= 458= 358= 355= 0-1118 15-1-4 I 0-1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TOLL 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/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=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. 1 2 �� 87022P, 91- „ i � JN cv e A�, OR GON ti�oMBER � OSA- HEC7` EXPIRES:06/30/2017 July 15,2016 5 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. es Design valid for use only with M7ekS connectors.This design is based only upon parameters shown,and is for an individual but ding component,not a truss system.Before use,thebuilding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent cotapse 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/TPIl Quality Criteria,DSI-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 R47667583 PL16-322_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - -. " ' - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 14:23:26 2016 Page 1 >:- I D:5eV?tdjYiIz0X2xysi FDVpzsmU O-As5s9XtcH MTLdd5h Mag4xoz7zGxceQN05wwk2yxmQl i"-°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 e L s a >i 11 10 e 9 8� 5x5= 4x8= 3x6= 3x4= 01128 13-4-0 o-1- 13-2-8 Plate Offsets(XX)— 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 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. (lb)-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. ca RD P Ope C3 NAGINE Wo 2 'rte 870 2PE 9I- �N N tv �ATOREG N ti� �O FMBER \1 �4 On BER HEN" EXPIRES:06/30/2017 July 15,2016 i / WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE .7<73 rev.10/03/2015 BEFORE USE. Design void for use only with M7el®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not ' M8 a truss system.Before use,the bulding designer must verify the appricabirity 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 M1 fabrication,storage,delivery,erection and bracing of tenses and truss systems,see ANSI/rP11 Qua8ly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867584 PL16-322_UPPER F05 FLOOR GIRDER 2 1 _ -- Job Reference-(ootional) -` - Pacific Lumber&Truss Co., Beaverton,Oregon - -- - - - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 14:2327 2016 Page 1 I D:5eV?tdjYi lzoX2xysi FD Vpzsm U O-f2fE Ntu E2fbCFngtwILJU?V D8gEgNrGAKafStUyxmQk 1 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 • • e e • ab _ 7 -14444444Sissp. e a e e 10 9 4x8= 4x10= 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(X,V)- 11:Edae,0-1-81,18:Edoe,0-1-81.111:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid 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/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 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) 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- 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 lb 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(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 IED P R OFF Uniform Loads(plf) S Vert 8-11=5,1-7=50 `Ca tlG1NEF,4 `r/0 Concentrated Loads(Ib) �, 1- .17 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) 4t' 87022PE 19=118(F) / N N 7 �A,, OREGO rP 40 'AO �cMsER A\ �4 Or, A- Heck EXPIRES:06/30/2017 July 15,2016 e 1 ®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 Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the bulding 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 MiTeke 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/711 QuaBly Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867585 PL16-322_UPPER F06 FLOOR GIRDER 2 1 Job Reference(ootionall Pacific Lumber&Truss Co.,- - Beaverton,Oregon - - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 14:23:27 2016 Page 1 ID:5eV?tdpilz0X2xysiFD VpzsmU O-f2fENtu E2fbCFngtwILJU?V ISg HYNvOAKafStUyxmQk 1 1-10-4 1 2-6-0 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 0 • o e • *ci —V e 10 9 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 1 Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl L/d 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/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift11=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 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. ��G��I3 P R°Fe. On �c�c �NGINFFR /�2 87022Pr r • i cif r. 7 �'Oj, OR GON rim WN 'p0 AMBER 1\ ‘'OS A HE EXPIRES:06/30/2017 July 15,2016 8 i r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M8-7473 rev.10A13/2015 BEFORE USE. . Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual buiding 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 IXi S AiTeis' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Hill Quafly Criteria,DS8.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Sate 109 Citrus Heiuhls,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 182016 MTek Industries,Inc.Fri Jul 15 1423:28 2018 Page 1 - - • D:5eV'RdYi lz0X2xysi F DVpzsmU O-7 EDdaDvspzj33xF4U?SYOD2TZ4fs6Q?JZEO?PwyxmQj I 0-11-4 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 II MN II II FAM It NVA ME 5 '/ 3x4= 3x4= :1- 3-8-4 I 1 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud 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 Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. �<-1- - PRQFFss Q�c\g �N&lNE<c'7 /a�-9 87022P: r 7 �A>, OR GON (yam <v 9O �c4SER \1 VO EXPIRES:06/30/2017 July 15,2016 • I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/I.7473 rev.10/032015 BEFORE USE. 1111 Design valid for use only with Wel*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 B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanentbracing-- 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 Quaity Criteria,DSI.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 Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867587 PL16-322_UPPER FOB Floor 14 1 Job Reference(optional) Pacific Lumber 8 Truss Co., 3eaverton,Oregon - _-- -= 7.640 s Apr 19 2016 Milk Industries,Inc:Fri Jul1614:23:28 2016 Page 1 I D:5e V?tdjY Iz0X2xys i F D V pzsm U O-7 E D daDvspzj 3 sxF4 U?sYO D2 S 14g 16 Q sJZEO?Pwyxm Uj i 2-6-0 0-11-12 i l 0-6-12 dr4l= 1 1.5x3 II 2 3x4 = 3 3x4 II q Scale=1:11.2 7 51.5x3 II 3x4= 4x6 = 3-10-4 l 3-74 312 { 4-6-8 3-7-4 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) Vdefl 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/fP12007 (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=385/0-6r0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)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(p40 OFF s ) Vert:5-7=-8,1-4=-80 P R Concentrated Loads(Ib) S Vert:4=-125(F) <t,�\� 04GINEFR /029 8 • 2PE / f f� ySAT OREGO (19 <u O SER. �4 OS A. NER�P EXPIRES:06/30/2017 July 15,2016 � I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M/1-7473 rev.10N3/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buiding 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 Mtie ° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the k fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information avalable 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 R47867588 PL16-322_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co.,- Beaverton,Oregoil - -_ -. - - _ ,-;` - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 14:23:28 2016 Page 1 - - ID:5eV?tdjYilzOX2xysiFDVpzsmUO-7EDdaDvspzj3sxF4U?5YOD2S64g16QnJZEO?PwyxmQj 2-6-0 I 0-5-12 I I 0-6-12 4x.41= 11.5x3 II 2 4x4 = 3 3x4 II q Scale=1:11.3 • 0 m 7 51,5x3 II 3x4= 4x6 3-4-4 I 3-1♦ 31-141 I 4-0-8 3-1-4 10-8-4 0-1-8 Plate Offsets(XY)— 14:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl L/d 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 Inc- NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: —80 Concentrated �1 ( '4zF) Co• —k G NEr- w 2 � 87022Pi 9� cv yCc%4>, OR GON s4,/SER vr A. HO; EXPIRES:06/30/2017 July 15,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03B015 BEFORE USE. 111".1" - - Design valid for use only with M1ek®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 property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (4Tek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the [Yd 1 dfr. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSS-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 Hei5hts,CA 95610 IJob Truss Truss Type Qty Ply POLYGON 847887589 PL16-322_UPPER F10 Floor 6 1 9 Job Reference.(ootionah Pacific Lumber&Truss Co: Beavertrn,..,,Icn _. - 7.640 s Apr 19 2016 Mi?ak Industries,Inc.Fn lu115 14:C.;;•:TOi6.-Page 1 I D:5e V?tdjY IzOX2xysi FD Vpzsm UO-bRn?nZvUaH rwU5q G2jN nZQbeH-NPrt7Tnu8ZxMyxm Qi I 0-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4 = 31.5x3 II If Scale=1:11.3 J _ 0 • / 5 3 '. ¢¢ 4x4= 3x4= T;::: 3-2-4 3-0-12 I 1 Plate Offsets(X,Y)- 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deli Ud 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 IBC2012/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. (lb)-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. • �<„I. �GNC,ilUEFR X029 87022PE -cj,OREGO 1 tip OCH On �8ER S A. HECk 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.10/03!2015 BEFORE USE. Design vadd for use only with Weld,connectors.This design is based only upon parameters shown,and is for an individual budding 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 Wel(d el(- _ - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fit fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SPl1 Wieldy Criteria,DSB-89 and SCSI betiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 coos Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867590 PL16-322_UPPER F11 Floor 33 1 Job Reference(ootional) Pacific Lumber&Truss Co.; Beaverton,Oregon - - -. 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 14:23:29 2016 Page 1 - _" I D:5e V?tdjYi Iz0X2xysiFD Vpzsm U O-bRn?nZvUaH rwU5gG2jN nZQbe7Tydro9Tn u8ZxMyxmQi 1-11-4 2-6-0 Scale=1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 HZ e e a 0 e e '1' 10 9 8L�"�uJy 3x5= 4x8= 3x8= 3x5= 0-1 14-11-4 I 0-11 8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Udefl 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 0.29 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_55=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`Ca \AGNE -Ai s/° 2 ,..14./ 8 • 2PE X91' N v � Ni 2't �Al, OREGO q)4� 9O ccy�SER A\ . OS A- HER�P EXPIRES:06/30/2017 July 15,2016 t I ieui NI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.10109/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/PP11 Quality Cdteria,DSS-89 and SCSI building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. ga8e 109 trus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867591 PL16-322_UPPER F12 Floor 24 1 Job Reference(optional) - Pacific Lumber&Tru.S Co., - --Beaverton,O - - - Oregon 7640 5 Apr 19 2016 MTek IFlAU tr :-In:a"H-Jut-15 1423:29-2016 Page 1 ID:5eV?tdjYilz0X2;rysiFDVpzsmUO-bRranZvUaHrwU5qG2jNnZQbeGT_HrpHTnu8aMyxmQi I 0-10-0 I I 2-6-0 Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 e _ L e Ne_ s ,.............,.......,......,,.......< .- \ .- e) e o- X e 1( : 9 8 7 k 4x5= 3x5= 1.5x3 II 3x4 = I 11-40 I 11-4-0 Plate Offsets(X,Y)-. f1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl 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/TPI2007 (Matrix) Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=-309/0,3-4=-927/0,4-5=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. �`�`D r R Of-4. f�srS �c� �C., '7 /o�y 87022PE c 7 t( rN SAT OREG N c(�Q<l// 9O �'yeER \\ r OSA. HO\ EXPIRES:06/30/2017 July 15,2016 3 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE 10II-7473 rev.10/032015 BEFORE USE . Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not - --- 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 8 to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MI{;Tele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,=s f R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quaily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867592 PL16-322_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon .. _'.---- - - _. 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 1423:30 2016 Page 1 - - ID:5eV?tdiYi Iz0X2xysiF D VpzsmU O-3dKN?vw6Lazm6FPSbQ uO6e7 pCtF Ia7Jc0Yt6TpyxmQh 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 a 9 1/ •/ . o e 0 /7 N.. • • e e ® e 13 e 12 11 5x8= 6x16 = 3x5= 4x10= 4x6= I 14111 I 14-11-4 Plate Offsets WO— 11:Edge,0-1-81.f10:Edoe,0-1-81,f14:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Ina NO WE 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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) Vert:10-14=8,1-9=80 ConcentratedVert:3=825(F)) '<<''- P R OFFu_cl �O\� G)NE�R Vq. 870 2PE NcNi y04-0, OREGO /q Q<t// 9On��BER '1 V^ s A. HE��yP EXPIRES:06/30/2017 July 15,2016 1 _ I ote A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mr1-7473 rev.10/032015 BEFORE USE Design valid for use only with MTeke 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 property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/iPI1 Qeeily Criteria,058-89 and(CSI(eliding Component 7777 Greenback Lane Safely Informatlon available horn Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867593 PL16-322_UPPER F14 FLOOR GIRDER 3 1 Job Reference(optional) • Pacific Lumber 8 Truss Co., Beaverton,Oregon - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 14:23:30 2016,Page 1 I D:5eV?tdjYilz0X2xysi FDVpzsm U O-3dKN?vw6Lazm6FPSbQuO6e7mOtHgaDPc0Yt6TpyxmQh I 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 I I 4x8= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 177 eee s0a6 a e e e e 10 9 4x6= 4x10= 4x8= 4x6= I 14-11-4 14-11-4 Plate Offsets(X,V)— 11:Edge,0-1-81,F8:Edve,0-1-81 LOADING(psf) SPACING- 1-0-0 CSL DEFL. in (loc) Udefl lid 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/TP12007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=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(p8) t� Vert:8-11=S,1-7=50 �C�Ed P OFirSs Concentrated Loads(Ib) ' GIN /O 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? Qi9 870 2PE cv y N�� OREGO /��N 9O cc�'jaER A\ Or, A. HO; �P EXPIRES:06/30/2017 July 15,2016 a 1 r . WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buiding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI R FTeIC is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Quaid Criteria,DSS-89 and SCSI Wilding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Cerus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R47867594 PL16-322_UPPER F15 Floor 3 1 Job Reference(optionall Pacific Lumber&Truss Co:,-----Beaverton Oregon -- . -- - - s " 7.640 s Apr 19 2016 MTek Industries.Inc.Fri Jul 15 14:23:31 2016 Page-1 - - ID:5eV?tdjYi lzOX2xysiFDVpzsmUO-XpulCFxk6u5dkO_f98PFerg_mHfEJInmFCdf0FyxmQg I 1-5-12 2-6-0 Scale o 1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 0 8 e 7 3x5= 3x4= 3x4= 071-B944 I 0.1 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udell L/d 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. (lb)-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=0/330,2-8=504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��EO PROPeo ��e„c:,<<-Y% �NG,INEF9 /029 870 2PE r' yco IV CC‘ c..,'"OREG N ti�,41./904 C FM8ER �' OS A. HE; \--NP EXPIRES:06/30/2017 July 15,2016 4 _ I li- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 rev.10/032015 BEFORE USE - - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual binding 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 bucking of individual tens 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 Quatily Criteria,D5B-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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y p y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury IMAM 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 or X-bracing,is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer.For 0.1/1 widetrussspacing,Indviduallateral braces themselves RE "nmayrequirebracing,oralternativeTorI_UM ., pbracing should be considered. O_ OO Neverexceed the ign loadingshown never 0hiliiiii r;1°14 ce stack materials on inadequately desbraced trussesa . 7 O 4.3. Provide copies of this truss design to the buildingnd For 4 x 2 orientation,locate designer,C6-7cs-s designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 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. 1....~ 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 Wield))All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. lot ® number where bearings occur. NM MI I Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.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. miTeko 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 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT ENGLISH STEP 5 PLEX ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2133024 thru K2133074 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PR <cick OFeS'zS' ENGINEER /02 87022PE 9�' yN N 'V 'ON'oj, OREGON r ,Q AMBER \A �a0 0,9 A. HEP` : t. ifs 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 ANSUTPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. J TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 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, ,i DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, , End vertical(s) are exposed to wind, LL = 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. 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-152 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 T 4 12 12 IIM-4x4 12.00 7 3 N 12.00 10_11 o 1 M-3x4 M-3x4 PRop ig y y �. e100 to oo 1-00 , <<-.9%°) c06, �• ' E C7 le__ --4./ I` JOB NAME : RT ENGLISH STEP 5 PLEX — Al Scale: 0.4072 CV ii‘i WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Guider and erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown and Is for an Individual cAj, O R E G O ty� 4/ Truss: A l and Warnings before construction commences, building component.Applicability of design parameters and proper �w,a 2.2z4 compression web bracing must be installed where shorn v. incorporation of component Is Me rcaponsiblay of the building designer. I/.yO��y \\ �� 3,Addllbnal temporary bracing to haus stability during construction 2.Design assumes the by and bosom Grows to be laterally braced al 1.• O E Ft Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10'o.c.respectNely unless braced throughout their length by C1 DATE: 7/1/2016 Me overall structure h the responsibility of Me bonding designer. 3.i,Impact bridgingior[Menai 2i as orequired whe c and/or •aryweA(Gc). V A u�R SEQ.: K2 13 3 0 2 4 4.No bad should be applied to any component until after ell bradng and 4.Installation of truss is the raapontbflty of the respective contractor. s e Whiners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for condition.of we. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NO bearing at all wppoSe shown.Shim or wedge If EXPIRES:06/30/2017 necessary. �T ,I fabrication,handling,ehipmerd and inrs limitations of components. 7.Design assumes adequate drainage Is provided. July lig 5,20 16 8.This design Is banished subject to Me limitations set forth by 8.Plates Mall be Muted on both fads of ttoes.and placed so theft center TPW,TCA in SCSI,copies of which will be famished upon request. punas coincide with Taint center lines. es. MiTek USA,Inc./Com uTrus Software 7.6.71E E 10.FarDigb indicate conereoplhtemign values P ( )- 9.Far bask connector plate in inc whose see ESR-1311,ESR-1988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2- 9=(-124) 593 3- 9=(-236) 225 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=1 0) 0 8- 9=1 0) 65 WEBS: 2x4 KDDF STAND 3- 4=(-633) 290 8-10=1 0) 5 9- 9=(-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 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** Fox hanger 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/290 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" T f 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" 1' 1 f 1' 1' MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 7 12.004 011 N12.00 Design conforms to main windforce-resisting M-3x5 �� M-3x5 system and components and cladding criteria. /f�, Wind: 140 mph, h=29.9ft, 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-1.5x9 End vertical(s) are exposed to wind, Truss designed for wind loads M-3X in the plane of the truss only. M-1.5x3 M-3x5 'I M-3x4 M-3X5 3 Truss designed for 9x2 outl oo kers. 2x9 let-ins S ,�\ 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. m M -3x f11i11111h.. r rn M-3x9 rn 7 8 10 *6 M-1.5x3 M-3x4 M-3x4 1 M-5x8 y l 1 y 7-11-02 4-03-09 4-10-05 1-00 7-07 yy 9-06 l vDPRi y 7-09-06 0-02-06 9-03-10 y �\c ' u N4%, (., , 17-01 87022PE n� JOB NAME : RT ENGLISH STEP 5 PLEX - Bl Scale: 0.2074 - N� ^',• 19A Builder and OENERAe design b, unless tithe arametnoted, " OREGON q, ,1 V Truss: B1 end derann.boRerection amradcronoodbeadvised ofailGeneral Notes This lingneIpbased sprycabnthepesgnprmowrand I.openmdatlu.l 17 and Warnings before construction commences. bincorporation component.co Applicability is of assign parameters and proper ii)2.2a4 compression web bracing must be Installed where shown*. Incorporetbn of component N the rosponsibNny or Me building designer. /'� /��} 3.AtldMlonal temporary bracing m insure stability tluring consirudbn 2.Design assumes the top and bottom chords to be laterally braced at V• �"e/E3 C.R Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 70'ase.respectively unless bracetl throughout their length by O a� DATE: 7/1/2016 Ina overall structure is the responsibility f ilea build) dee tier. continuous sheathing such ea plywood Msatmng(TC)and/or tlrywal(BC). S /t' u C l` a ng Ig 3.2a Impact bridging or lateral bracing required where shown++ �'7 f-r L SEQ.: K213 3 0 2 5 4.No load should be applied to any component until alter all bracing and 4.Installation of trues Is the reapensbuutiles respective contractor. fasteners ere complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorroaNe environment, TRANS ID: LINK design bads beappledteany component. and aroro dryandgae'close. 5.CempuTrue has no control aver and assumes no responsibility for the e.De Cg assumes NI bee ng a an suppo b.nown.Shim or wedge it EXPIRES: 06/30/2017 ssa fabrication,Mindshipment and Installation of components. ry 7.Designeshetiessb elo adequate ld17tothe feat of truss,end plead co thele Amer TPbWfCA In BCSI,copies of which nit be rumished upon request. Ines coincide with)Dint Amer Ines. =Trus Software 7.6.7(11_)-E 9.Digits Ind Indeed size of plate in Inches. MITek USA,Inc./Cam P1g.For basic connector pled design values see ESR-1311.E5R-t988(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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-124) 593 3- 9=(-236) 225 BC: 2x9 KDDF #1&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 9- 5=(-697) 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 POE 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 = 95.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2OND. 2: Design checked for net(-7 psf) uplift at 29 "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" T 1' 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" 1' 1 1 f MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 V 12.00 4.0" Design conforms to main windforce-resisting 4 .(2( 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 -3x4 t m o oN Q� f" M-3x9 7 �o cq I ,j 78 l0 **6 o M-1.5x3 M-3x4 M-3x4 of M-5x8 1 l l y l 7-11-02 4-03-09 4-10-D5 ), 1 l l 1-00 7-07 .4 9-06 y 0E PROpe 7-09-06 0-02-06 9-03-10 � `NGIN�E s/O y y � R 2 17-01 �1 870 2PE ,, -rt- . - JOB NAME : RT ENGLISH STEP 5 PLEX - B2 Scale: 0.2079 '6� WARNINGS: GENERAL NOTES, unless otherwise noted: /"J�. V'� i 1.Builder and erection contradorshould beadvised araeGeneral Notes 1.This design Is based only upon the parameters shown and is for an individual Ar OREGON 953 �1 Truss: B2 and Warnings before construdlon commences. building component.Applceblllly of design parameters and proper �� A �O 2.2r4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility or the building designer, • ` \ �`1_ 3.Additional temporary bracing to Insure stability during construction 2 Design end I a the top an bottom Ghosts to be throughout brawl et E R Is the responsibility f the erector.Additional M bracing of 2 ac. at eft c.c.roepedNely unless braced throughout their length by S1 N o permanent continuous ridging g such as pk/weod sheathing(TC)and/or drywall(BC). v q• Ll G`` DATE: 7/1/2016 the overall structure Is the responsibggy of the building designer. 3.20 Impact bridging or lateral bracing requked where shown++ �T v SEQ.: K2133026 4,No load attould ho appl/adto any nonrponant until after.11 brandS end 4.Inlallat%ft.sssIss�.terewb�Ieryyaithe�npedrroeconItractor.n.M, fasteners era complete and at no time should any loads greater thanDesign a design loads be appliedw.ny component. and are for"dry condition"of use. TRANS I D: LINK S.CompuTrua had no control over and assumes no responsibility for the 6.Design awmes Ng bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2017 fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. July S,2016 6.Thle design is furnished subNd to the limitations set forth by 8,Plates shag be boated on both faces of trues,and placed so their renter TP WJTCA In BCSI.wples of which MG be NmIshed upon request. lines coincide wtlh joint renter lines. 9.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11-E II.For basic connector plate design values sea ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5378) 876 1- 8=(-590) 3520 8- 2=( -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=( -708) 9420 WEBS: 2x9 KDDF 01&BTR; LOADING 3- 4=(-3840) 734 9-10=( 0) 0 10-11=( -90) 628 19- 6=( -212) 1354 2x6 KDDF STAND A LL = 25 PIP Ground Snow (Pg) 4- 5=(-5312) 919 10-12=( -2) 29 11- 3=( -964) 5090 6-15=(-5598) 918 TC UNIF LL( 50.0)+DL( 20,0)= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5780) 968 12-13=(-944) 6019 11- 4=(-1808) 424 15- 7=( -58) 22 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=( -44) 54 13-14=(-440) 2882 11-12=( -564) 3920 BC LATERAL SUPPORT <= 12"OC. UON. 14-15=(-440) 2882 4-12=( -386) 2242 ADDL: BC CONC LL+DL= 547.0 LBS @ 17'- 1.0" 12- 5=(-2942) 528 -.r- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) c2mplyte thu3"es 31quiAeG. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE S Attach 2 ply with 3"x.131 DIA GUN Q•IN. (SPECIES) nails staggered: 0'- 0.0" -812/ 4978V -203/ 252H 5.50" 7.96 KDDF ( 625) ` X 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 18'- 11.5" -873/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs. )OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. 7-11-02 6-07 4-05-06 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 1' 1 f 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" 4 4 1 4 T 4 1' 12 12 MAX HORIZ. LL DEFL = 0.016" @ 18'- 8.0" M-4x6MAX HORIZ. TL DEFL = 0.029" 0 18'- 8.0" 12.00 V 12.00 4.0" 3 Design conforms to main windforce-resisting P� system and components and cladding criteria. • Wind: 190 mph, h=23.oft, 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(.) are exposed to wind, M-3X5 Truss designed for wind loads M-3x5ill in the plane of the truss only. 2 \� �r M-5x6 M-1.5x3 AI\ 1 1 M-4x10 6 7 M-5x10 `: rn ti o 0 M-3 x6 11 su+'s, Yf,v.. ro N rater sec �l O , 910 12 13 15 M-1.5x3 M-4x10 M-4x6 M-3x8 M-7x8 M-4x6 1 1 1 ,I, 1 *547# 1 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06771-10-08 1 1 1 1 7-07 11 11-04-08 1 �Q 1 7-09-06 0-02-06 11-02-02 1 ��NG P E��sip 18-11-08 CI✓ 2-9 `k 870 2 P E �' JOB NAME : RT ENGLISH STEP 5 PLEX - BGIRD Scale: 0.2138 N� WARNINGS: GENERAL NOTES, unyuotfrerwiwnotad: -p' "" GREG N ry� kid Truss: BGIRD 1.Builder and erection mdrador Mould be advised of all General Notes 1.This design h bawd only upon the parameters*howl and Is for an Individual 7 T O and Warnings before comlrudion commences. building component.Applicability of design parameters and proper 2.2.4 compnWon web bracing must be Metalled where shown v. incorporation or component h me responsibility of ties building designer, �A' E R ^0 4 3.Additional temporary bracing to Insure stability dudrg construction 2.Design MUMS the top ant bottom MONS to M leterslty braced at 'V/ Is the responstbllty of the erector.Additional permanent bracing of 2coa.e.and at 10'o.e,respectively unties braced throughout mak length by atm DATE: 7/1/2016 the overall structure h Mere responsibility of the building de continuous.beaming ouch as plywood sheathing(TC)end/or drywaA(BC). OS A. He c~�`'`_ Won y g signer. 3.2c impact bridging or lateral bracing required where shown++ �l fl G SEQ.: K2133027 4.No bad should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be treed In a noncorroste environment. TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.compurms has no control over and assumes no responsibility for the 6.De ednn osawnee fall bearing at aN supports shown.shim or wedge if EXPIRES:06/30/2017 cessa fabrication,handling,shipment and Installation of components. ry. 7.Dates comeleentadneethmWeIo truss. July 5,20 16 8.This design h Nmlsired wbjact to the limitations sat forth by S.Plates abet be looted on born faces of Wss,and placed so their center TPWWCA in BCSI,copies of which vdI be furnished upon request. Mires coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.7(11_)-E 5 Digiti lde concate eereopphteInlgnhes. P7 9.Dor t sale connector pieta design values see ESR-1311.ESR•1 g89(MITek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 48 2-4=(-149) 145 BC: 2x8 KDDF #1l:BTR SPACED 24.0" 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 PSF BEARING MAX VERT MAX BORE 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) •` Fox hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 717.0 LBS @ 2'- 0.0" SINGLE MEMBER AS SHOWN. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked fox 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" 3-02-04 0-03-12 f 1 f Design conforms to main windforce-resisting 1212system and components and cladding criteria. 9.00 I/ Wind: 140 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.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 2 in the plane of the truss only. 111 N O O O M All o O II 1 1=0 +. 4 0 M-3x4 M-3x8 l +717# l y 3-02-04 0-03-12 l l 3-06 C��c..��NGN F'qs/ 2 `a- 870 2PE 9r" JOB NAME : RT ENGLISH STEP 5 PLEX - CGIRD Scale: 0.5225 iJ ^' WARNINGS: GENERAL NOTES, unless othereine noted: =je c n . nr I.Buller and erection contredor Mould be advised of all General Notes r.This design is based only upon the parameters shown and Is for en Individual -y a0 OREGON 'VO Q� Truss: CGIRD and Wamings before construction commences. building component.Applicability of design parameters and proper . 2.204 compression web bracing must be Installed where shown+. Incorporation of component la me rcaponstbWay of the builsty ingtse designer. 0 "e.8 E R A ` Pa 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at O Is the rospomlbily of the.radar.Additional permanent bracing of 2no.c.and at 17 o.c.rcanS..ey unless braced throughout Meir length by C1 DATE: 7/1/2016 the overall structure I.the responsibility of the build) da continuous sheathing such l b pyng re aired stere shownand/or tlrywaA(BC). V "5. u f.. rte racing. 3. Imp.a bridgingsath or lateral bracing d sheathing(TC) he t..here Mawr., 14 N G SEQ.: 213 3 0 2 8 4.No toad should be applied to any component until after all bradng and 5.4.DesignInstallation of ofttrussestrussisthhare beility usedof the h n respective contractor.menl, feaenere are complete and at no time should e,y loads greater thanand n flameor'dry n•reof to use. TRANS I D: LINK deeign hada be applied to any component. g.end are assumes NA inert p al all wpporis shown.Shim or If 5.CampuTms he.no control over and manes no responstbilty for the ,,,ry. EXPIRES:06/30/2017 fabrication.handling,shipment end lmtstletton of components. 7.Design assumes adequate drainage is provided. July 5,206 5,This dedgn Is fumishBen ad subject to the limitations set forth by .Plates shall be located on both faces of truss,and placed their center TPVWTCA in SCSI,Dept.a of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate sin of plan in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 18.Far bask connector pita design values we ESR-1311,ESR-1883 IMITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 21'— 2.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" 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: 140 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. 0. 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 CON. 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 T T f 21-02 T f 12 12 9.00 2 I I M— x 4 2 N9.00 NN o I "1111 I 11111-11111111. 17' N 4 6 . h y 1-00 6-11-08 14-02-0e ss )' .‹Y \� NFR /p 21-02 C,� 2 cc, 870 2PE 9r" • JOB NAME : RT ENGLISH STEP 5 PLEX - Dl Scale: 0.2473 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D 1 I.Bidder and erection contrador should be advised of all General Notes 1.This design is based onty upon the parameters shown end is for an Individual ' SAT OR EG O n Oki end Warnings before construction commences. balding component.Applicability or design parameters and proper 2 244 compression web bracing must be installed where shown e. incorporation of component is the rospanstblily or the building designer. ^ �A SER A\ 3.Additional temporary bracing tel insure stability during construction 2.Design assumes the top end bottom chords to be iateuity braced at (=1 '�/ (� Is the reaponstMlty of the erector.Additional permanent bracing of Dec.. end at 10'a.c.reepedNety unless decoct throughout their length by O _ DATE: 7/1/2016 the overall structure la the responsibility of building continuous adghrg en such as plywood sheathing(TG)and/or drywall/8C). S /1 A. u C. g designer. 3.24 impact bddgmg or lateral bracing required where shown.* e1 r,G SEQ.: K213 3 0 2 9 4.No low should be applied to any component un after as bracing and 4.Installation or truss Is the responsibility of the uspedme contractor. fasteners are compete and at no time should anyy loads greater than 5.Design assumes trusses to are to be used In a non-corrosme environment, TRANS ID: LINK design beds beapplledtoany companent endaefar'drycontlftMn oruse. 5.CempuTma has no control over end assumes no responsibility forthe e.Design assumes NI basdng at al supports snow,,.shim or wedge it EXPIRES:06/30/2017 d. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 5,2016 8.This design Is furnished subJed to the limitations set fart by 8.Plates.hal be Mated en both faces of truss,and placed ea their center TPVWTCA in BCSI,copes or which nil be furnished upon request. Ones comdde o th Joint anter lines. 9.Digits Indicate sin of pate In Indus. MiTek LISA,Inc./CompuTrus Software 7.6.7(0L}E IN.For basis annador pate design values see ESR-1311,ESR-1988(MUsk) 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 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-234) 241 8- 2=(-1081) 241 4-12=(-465) 219 BC: 2x4 KDDF #L&BTR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=( -2) 10 2- 9=( -106) 715 12- 5=(-212) 581 WEBS: 2x9 KDDF STAND 3- 4=(-1113) 261 10-12=(-178) 878 9- 3=( -463) 164 12- 6=(-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=( -93) 212 13- 7=(-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=(-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-3x4 where shown; Jts:2-9,6-7,13 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. 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 = -0.001" @ -1'- 0.0" Allowed = 0.067" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,r f f 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" 712 IIM-4x4 12 MAX NORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.00 1/ N9.00 4.0" 5 4`'( Design conforms to main windforce-resisting NN system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 IIIIIIIIIIIIIIPII 99 3 r 0Iti 2r i_.......„„„,., ....,,, 11.„„il ,__, ,of , Tr �, O � ��0 12M-3x8 13 M-1.5x3 • 14 0f - 0 M-1.5x3 M-3x8 M-x8 -� M-1.5x3 ) ) 1 l ) l 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 E° PROF i-o 6-11-08 y 14-02-08 y �\C;S(C NGINFF�sio� 21-02 4C� 87022P� lir" JOB NAME : RT ENGLISH STEP 5 PLEX - D2 Scale: 0.2134 0 CV WARNINGS: GENERAL NOTES, unless otherwise noted: li/ ``A� GON "VO /vy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based any upon me parameters shown and Is for an individual OR 49 Truss: D2 and Warnings before construction commences. bulking component.Applkabilay of design parameters end prepay vA 2.244 compression web bracing must be Installed where shown v. incorporation of component Is the responsibility of the building designer. I/� 419 1� �N 3.Additional lamporory bracing to Insure stability during construction 2.Design eewmee the lop end bottom unlessivety chobraced to be laterally braced N 1. /.0 O Is the responsibility of me erector.Additional permanent bracing of 2'ntlnuousesheaminp such els phased shsaming(TCahnd/or tlryweN lengthout their 0). kJ t� DATE: 7/1/2016 the overall structure Is the responsibility of building designer. 3. continuous Impact bridging or lateral bredng required where shown c c f R�� SEQ.: K213 3 0 3 0 4.No load should be applied to any component until after all bracing and 4. Ration of truss is the r•epondbalty the a nespedima n�moment, fasteners4.Design eesumes trump are to be design bads be applied to my component. end are for"dry condition'.of use. TRANS I D: LINK 5.CompuTrus has no centre!over over and asmno responsibility for the 8.Design nutmeg NR bearing at el coppoN shown.Shim or wedge It EXPIRES:06/30/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. July 5,2016 8.This design is furnished wbfed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIWICA in SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 5.Digits indicets We of plate in Inches. MiTek USA,Inc./CompuTnis Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-7 gee(MITak) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-492) 213 BC: 2x4 KDDF 01&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- 4=( -796) 270 9-11=(-169) 898 8- 2=(-479) 164 11- 5=(-256) 166 LOADING 9- 5=( -799) 291 10-12=( 0) 0 8- 9=(-174) 745 5-13=(-148) 191 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 209 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 13-14=( -26) 45 10- 9=( 0) 53 6-14=(-899) 221 TOTAL LOAD = 45.0 POE 9- 3=( -18) 206 M-3x4 where shown; Jts:1-3,5-6,13 LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -196/ 991V 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 0.667" 11-04-11 9-06-05 MAX 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 1 1 f f 1 MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 9.00 IRM-4x4 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 .6( 111 Wind: 190 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, mweRS(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 39 11-1*i CD Plibib, _�l19 ' 11- ' 013 "14 -YIIJ� M-3x8 N M-1.5x3 7". B M-n8 12 ,, M-1.5x3 M-3x8 M-1.5x3 1 ' 1 l l , 1 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 1 1 1 1 6-09-08 1 14-01-08 1 `t�Q� .p PRQp 13-1 6-02-08 7-11 GINE V0.� R 1 20-11 1 Q�� 870 2PE SII JOB NAME : RT ENGLISH STEP 5 PLEX - D3 Scale: 0.1965 (.1) ^ tli /� WARNINGS: GENERAL NOTES, unless otherwise noted: ' Ntn ',./O //t�\�i 1.Bulder end erection vedneder should be advised of a8 General Notes 1.This design Is based only upon the parameters Move end Is for en individual 7. 4.))., OR EG O n 4W Truss: D3 and Warnings before construction commence.. balding component.Applicability of design parameter.and proper IQ 2.254 compression web bracing must be installed where shown t. Incorporation of component is me responsibility of Me bulldmg designer. ///�� 'i9'[� �N 3.Additional temporary bracing b insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et l"' ,V'(7 Is the roepensiNMty ofgig.rector.Additional permanent bracing of 2'o.c.and at 10•o.c.respec..ply unless bread throughout they length by DATE: 7/1/2016 me overall structure is me re.pendelHr of the building designer. coninuoaa.he.ihe,ing wch..eckrg,e sheathing(TC)s,e.au.,edryw.g(ec). OV A. ��`_ 3.25 Impact bridging or lateral brining required where shown++ �1 SEQ. : K213 3 0 31 4.No load er..hould be applied to any component ung after.g bredng and 4.Design un of truss is the responsibility of the respective connector. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non cono.lve environment, TRANS ID• LINK design bads be apples to any component. end.re for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.De lg names NI bearing et all auppoda.6evn.Shim en wedge If EXPIRES: 06/30/2017 cessa febdc.lbn,handling shipment end Installation of components. ry T.Designeassumes provided. eiUIy 5,2016 S.This..ogre Is miniere.d subject to the limitations set norm by 8.Plate.shall be bated on both taxa of truss,and placed w their center TPIANIEA In SCSI,copies of which vel be famished upon request. Ines coincide with lint center line.. 9.Digits Indicate size of plat.In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L(.E 10,For beide connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 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" O.C. 2- 3=(-743) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x9 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 14-354 where shown; Jts:1-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -146/ 941V -248/ 27511 5.50" 1.51 KDDF ( 625) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 ROOF ( 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 TOND. 2: Design checked for net(-7 psf) uplift at 24 "tic 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" 1' 5-10-15 5-05-11 4-06-09 4-11-12 T f f a' a' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 IIM-4x4 9.00 9.00 Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, 3 ,y-r/ 4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. IllOpjlfin.a, 2 0 0 O y11 11 kr: 0, fn 11111111111111111111111111111111..... I o V AA 9 4I 6+ 7 8 9 10 *M-1.5x3 0.25" M-1.5x3 M-5x8(S) y 5-07-07 y 5-09-03 y 4-10-01 y 4-08-04 �\c'��NG N F,4s`r�p 20-11 2"37 '� 87022P,, v JOB NAME : RT ENGLISH STEP 5 PLEX - D4 Scale: 0.2160 N WARNINGS: GENERAL NOTES, unless otherwise noted: (\ 1.Builder and erection contractor should be advbed WO General Notes 1.This deNgn is based only upon the parameters shown and Is for an individual y '0' s.,,.. , OR G O N n 41� Truss: D4 and warnings before construction commences. building component.Apgicabdty of design parameters end proper w� A 2.2x4 compression web bredng must be instated where shown=. Incorporation of component lathe Iaeponstblly of the building designer. I//�� 4 p .`` 3.Additional temporary bracing to Insure stability during canetruction4.2.Design sestinas Ms by end bottom scho braced to los throughout ty braced al l.. ) U �(� by Is me responsibility of the erector,Additional permanent bracing of 2'ollnuouso.and ssheamingrsuch as respectivelyeptywootl stisatntng(TC)and/or drywaA BC v `_ DATE: 7/1/2016 the overall structure l the responsibility of the building designer. 3. continuous bridging or lateral bredng required where shown.. A. lie � SEQ.: K2133032 4.No load should be applied to any component until after all bracing and 4.D.N�ennofte.UuissthsnsbMbuiwEit eresppsotivecontractor. ntr Irvnr. fasteners are complete and at no time should any loads greater then DM g e for"dry condition",,...of to b TRANS I D: LINK design bade be applied to any component. g.Design assumes NI bearing al all support shown.Shim or wedge if 5.CornpuTrus has no control over and assumes no responsibility for the „,,,. EXPIRES: 06/30/2017 fabrication,hendkng,shipment end Installation of components. 7.nDesign assumes adequate drainage Is provided. July 5,201 6 S.This design Is furnished subject to the limitations set forth by B,Plates Mall be located on both tads of true,and placed so their center TPIWFCA in SCSI,copies of which will be furnished upon request. Ida coincide with joint canter lines. 9.Digits indicate size of plate in Inches. MITek USA,lne./CompuTrus Software 7.6.7(14-E to.For basic connector plate design velums see ESR-13/1,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 3'– 7.5" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. Design conforms to main windfarce–resisting WEBS: 2x4 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: 140 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 = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 3-03-12 0-03-12 T T T 12 9.00 17 M-1.5x3 3 9 –/ W. o 0 I o oI , oo f 1 -MA M-3x9 . 6 M-15 x3 l 1 y 1-00 3-07-08 ��iio P R Opee, C�<0 04GINEFR /p Q4 2-v 87022 PE JOB NAME : RT ENGLISH STEP 5 PLEX — El Scale: 0.64864.4\1 V- ' – WARNINGS: GENERAL NOTES, unlessotherwise noted: �•`<\ Truss: E 1 1.Bulder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters Mown and Is hr an Individual -fs 0 OREGON r 44./ and Warnings before construction commences. building component Applkablley Cl design parameters and proper 2.204 compression web bracing must be Installed where shown«. Incorporation of component is the responsibility of Me building designer. �A- �� 3.Additional temporaryMAY 2.Design assumes the tap and bottom chords to be laterally braced at Cin 'V,a ER (�� bred to Imre stability during construction Y o.c.end al 10 c.c.respectively unless braced throughout their length by `_ Is the responsibility Cl the erector.Addgbnsl permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywal(BC), V /A He p;N DATE: 7/1/2016 the overall structure lath.respenshlity of the building designer. 3.W Impact bridging or lateral bracing required where Mown«« a1 SEQ.: K213 3 0 3 3 4.No bed should be applied to any component until alter all bracing end 4.Installation of truss is the respanalblity of the reapectke contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non vorros/e environment, TRANS ID: LINK deileads be applied k any component. and are for conation"oruse. gn 5.CompuTnshas nocontrol over and assumes noresponsibility for the I.Dealgnassumes NAbearingatail supports shown.Shimorwedge 11 EXPIRES:06/30/2017 fabrication,handling,shipment and installation of components. nary. 7.Plates hail assumesadequatedrainageIstruss, July 5,2016 8.This design is furnished subject to the limitations set forth by S.Platen shall be boated on both faces or truss,and plead so their center IPPON-CA in BCSI,copies of which coil be furnished upon request. lines coincide v,lth joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indiate sire of pate in Inches. p ( )- 10.For bask connector plate design values see ESR-1311,EOR-1938(MiTek) 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/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x4 KDDF #1&BTR 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 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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) 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. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 mai n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 load duration factor=1.6, 9 -/ End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. o I oI ti I M IIIAliglaMMI.1.111.114 -/1 I 2 5 0 M-3x9 M-1.5x3 y )' l 3-03-12 0-03-12 y l y 1-00 3-07-08 .<<,,q 0 P R OFFss �' 87022PE /#1" c" JOB NAME : RT ENGLISH STEP 5 PLEX - E2 Scale: 0.6296 N AV WARNINGS: GENERAL NOTES, unless otherwise noted: 1v. 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is bawd only upon the parameters shown end Is for an Individual 17 ' n. OR EGO tis AU Truss: E2 and Warnings before construction commence.. building component.Appiwbllty of design parameters end proper 2.244 companion web bracing must be Installed where shown a. incorporation of component Is the roaponsts O of the building designer. 0 /�[�a., 1 � s 3.Additional temporary bracing to Insure debility during construction 2 Design the top end bottom unlesschobraced w be laterally braced at 1. ) SER Is die reaponsiblAty of the.rector.Additional permanent bracing of 7 o.c.end at 1tl t5ng ecpe ee plyely braced Through dl their length by S �`1_ continuous sheatgng such as pywood Meatsrp(TC)and/or drywell(BC). A. LJ E.`` DATE: 7/1/2016 the overall structure Is the responsibility of the building designer. 3,Di Impact bridging or lateral bracing required abet"Mown.. I� SEQ. : K2133034 4.No road should be applied to any component until after all bracing and 4.ln ridllation elms. l the ere b.buaiydt the h rcncective entrvctor. fasteners ere complete and at no time should any wads greater than S design bads be applied to any component onment, and are for'dry condition"of use. TRANS I D: LINK s.campuTrus hes no control over and assures no responsibility for 6.Design aryssumes MI bearing at al supports Mown.Shim or wedge If EXPIRES:06/30/2017 fabnation,handling,shipment and Installation of components. 7.Design assumes adequate drainage Ia prodded. July 5,2016 5.This design Is furnished added to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPLM/FCA in SCSI,copies of which MI be fumbled upon request. Anes coincide Mb pint center lines. 9.Digits Indicate size of p rte In inches. MiTek USA,104/CampuTruS Software 7.6.7(1L)E /0.For basic connector RPM design velum ase ESR-1311,ESR-1S8e(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: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 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, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF 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. 5-07-04 5-07-04 T 4 1' 12 IIM-4x4 12 9.00 F7 Q 9.00 2 IN f - o o o 0 N N 4 5 y 1-00 y 11-02-08 y 1-00 y ,��Q,E) PRQFF, �N� �NGINF,�c5 /c 2 G. 870 2PE ycr JOB NAME : RT ENGLISH STEP 5 PLEX — Fl Scale: 0.4131 0 >N/A'•. WARNINGS: GENERAL NOTES, unless otherwise noted: O REG N rt, " V I.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon me parameters shown and Is for an individual Truss: F1 end Warnings before contlrudion commences. building component.Appllaebllity of design parameter.and proper /� 2.204 compression web bracing must be Installed where shown+. incorporation of component la me responsibility of the building designer. �/'� F"' \A5 �Q S.Additional temporary bracing to insure stability during construction C Design aseumea the lop and bottom chards to be laterally braced H L• A lathe rospontlbilry of the erecter.Additional permanent bracing of T a.c.end at 10'o.c,respectively unless braced throughout their length by O"(1 DATE: 7/1/2016 Ina overall structure lathe ro continuous en wanes plywood ens.milrer..angor dryw.n(ec). V A' He�{. eponsibiny of the building designer. 3.Dt Impact bridging or lateral bracing required where shown++ �'1 r' SEQ.: K213 3 0 3 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners.re complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and aesumes no responsibility for the e.Design assumes full bearing et el supports shown.Shim or wedge it EXPIRES:06/30/2017 naceessry. fabrication,handling,shipment and Installation of aes. 7.Design 1166U111.6 adequate drainage is provided. July 5,2016 6.This design is furnished subject to thefarm by limitations set forth by S Plates shad be bated on both faces of truss,and placed so their center TPIM'ICA h SCSI,copies or which win be famished upon request. fines coindde with joint center line. uTrus Software 7.6.7 1 L E 9.Digits Indicate Nre of plate In Inches. MiTek USA,Inc./Com P ( )• to.For bask connector plate design values see ESR-1311,595-1888(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=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-575) 112 7-8=( -60) 83 2-7=( -38) 343 02 A 3-4=(-575) 131 7-3=( 0) 290 2x6 KDDF # WEBS: 2x4 KDDF STAND; LOADING 4-5=( -9) 120 7-4=( -38) 388 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=1-639) 232 TC LATERAL SUPPORT <= 12"OC. 0081. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIP BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 670V -185/ 185H 4.00" 0.45 KDDF (1485) 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. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 pef) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 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" 1' 1' 'f 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 9.00 177 Q 9.00 MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" 3 ...,,t-,..( ICN 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. 9 M-3x4 ri+ 11111111111L M-3xNote: Legdown not checked for any lateral loads. �� The design shall be reviewed and approved by Project Engineer or qualified building designer �` M-5X8 4 for lateral load and lateral stability. 0 0 ti o A o 1 1 N N 61110 -Al' f *a ** M-1.5x3 M-1.5x3 Q 6.00 6.00 112, 12 12 1 1 1 1 .1. 1-01-08 5-05-12 5-05-12 1-01-08 9E0 P R OFA 1 10-11-08 1 �� GIN 1/44/0 87022PE r" JOB NAME : RT ENGLISH STEP 5 PLEX - F2 Scale: 0.3506 0. ,,9c 1.BiddWARNINer /1ENBRALN0Ts b unlessotherwisethe parameters t7 -oT OREG N q(,:3 ,4../ 1.BuBder arM erodbn contractor should be advised or al General Notes 1.This design b based only upon the paremebre shovm and is for an individual 7 Truss: E2 end Warnings before eanetrudbn commence. building component.Applicability of design parameters and proper A 2.2x4 compresSen web bradng must be installed where shown e. incorporation of component b the responsibility or the building designer. ' ER .`` �� 3.Additional temporary bracing b Insure stablI ty during construction 2.Design eawmeetop and bottom MOMS to be laterally bread et O Is the reeponstblNN of the erector.Additional permanent Orecmg of T os.and et ee10'as. Ce sty unless Ward throughout their length by S continuous sheathing each ea plywood ehaaming(7C)and/or drywall(BC). v A. L7 e� DATE: 7/1/2016 the overall structure la the responsibility of the budding designer. 3.28 Impact bridging or lateral bracing required where shown*. �l f 1 SE K213 3 0 3 6 4.No toed should be applied to any component until ager M bracing and 4.Installation oftmas is the responsibility of respective contractor. Q• fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in e noncormelve environment, design beds be applied to any component. and ere for"dry condition"of use. TRANS ID: LINK 5.CompuTryeManocontrol over and anion.noresponsbiliy for the 6.DeNgnassumeaNgbeadngalagsuppoMstwwn.3hlmorwatlge:t EXPIRES: 06/30/2017 fabrication,handling.shipment and Insts/tst:on of components. 7.Design assumes adequate drainage Is provided. I U I 5,20 l 1 6 6.This design la furnished subjed to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center TPW//TCA in BCSI,cedes of whish nil be furnished upon request. Anes coindde with joint cher line. 9.Digits indicate size of plate In Inches. MITek USA,Ina/CompuTrus Software 7.6.7(1L)-E 10.For bade connector plate deelon vahroe see ESR-1011.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: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 195 4-5=(-183) 188 9-1=(-957) 163 5-3=( -42) 375 BC: 2x9 KDDF #1&BTR SPACED 24.0" S.C. 2-3=(-576) 169 5-6=( -57) 81 1-5=( -39) 395 3-6=(-457) 187 WEBS: 2x9 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. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 0'- 0.0" -75/ 995V -160/ 160H 9.00" 0.33 KDDF (1485) 10'- 11.5" -75/ 995V 0/ OH 4.00" 0.33 RODE (1485) LL = 25 PSF Ground Snow (Pg) ^^ 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. IC OND. 2: Design checked fox net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" 5-05-12 5-05-12 T T f 12 12 Design conforms to main windforce-resisting II M-4x4 system and components and cladding criteria. 9.00 7 N9.00 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), Neload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. M-3x9 LmmmmM-3x4 5 f 0-.. M-5x8 41$ 0 0 ti I ,--I A O O MI N II ^^ ^^ M-1.5x3 M-1.5x3 L16.00 6.00 p 12 12 l Y b 5-05-12 5-05-12 y 10-11-08 y ��NG N F�tsjo 2 Cw 87022PE 9<' JOB NAME : RT ENGLISH STEP 5 PLEX - F3 Scale: 0.3515 ,y N WARNINGS: GENERAL NOTES, unless otherwise noted: !j �A 1.Buider and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sheen and is for an individual )), OR EG O tic 4<U Truss: F3 and Warnings before construction mmmennee. building component.Applicability of design parameters and proper 2.204 compression web bracing mud be installed where shown«. incorporation of componenth the responsibility of the building designer. 3.Additional temporary bracing b Insure stability during construction 2.Design end al fU the top end bottom unlesschobraced to be laterally r their at e. r�I`R ` (� is the re ponsibitty of me erector.Additional permanent bracing of T o.a e11G o.c.reach asNety throughout their length by O _ DATE: 7/1/2016 the overall structure is the responsibility of the building designer. continuous edging orng each plywood requiredsheatwhere and/or drywal(BC). S A. u[�Pt J.20 impact bridging or lateral bracing where shown«« ^ n G. SEQ.: K2 13 3 0 3 7 4.No load should be applied to any oomporrom until after all bracing and 4. tion of truss le the responsibility of the respective contractor. Sageness are complete and at no time should any loads greater mDesign an 5.Design assumes vases are b be used in a noncorrosive environment, TRANS ID: LINK design leads be applied to anycomponent. and.re for conditiono use. 5.CumpuTrus hes no control over and assumes no reeponelMlhy for the 8.Design assumes NI bearing al all support*shown.Shim or sedge If EXPIRES: 06/30/2017 fabrication,handling,shipment end indalletion of components. 7.Design assumes adequate drainage is prodded. July 5,201 6 5.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of Truss,and placed so their center TP WRCA In SCSI,copies of which Mt be famished upon request. lines coincide with joint center lines. uTrus Software 7.6.7 1 L E 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1HNTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-2294) 2272 6-2=( -961) 653 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-1752) 1397 7-8=(-2294) 2272 2-7=(-1599) 1854 WEBS: 2x6 ROOF STAND; 3-4=(-1752) 1397 7-3=(-1018) 1266 2x6 KDDF #2 A LOADING 9-5=( -9) 120 7-9=(-1599) 1854 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -961) 653 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -599/ 981V -2000/ 20001i 9.00" 0.66 KDDF (1985) 10'- 11.5" -599/ 981V -2000/ 2000H 9.00" 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 IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" S-OS-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" '' I 1' MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.9" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" M-4x6 9.00 F77 Q 9.00 MAX HORIZ. LL DEFL = 0.049" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" 3 ,fes ... ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 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, 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 r=+ M-3x5 2 y� 7 Note: Legdown not checked for any lateral loads. i- r✓� M-5X8 Q4 The design shall be reviewed and approved by Project Engineer or qualified building designer oo for lateral load and lateral stability. 1 1 A r' o o 1 I CV 61��. 6b44: � ** " M-3x4 M-3x4 ** Q 6.00 6.00 12 12 ' Y JO l JO 1-01-08 5-05-12 5-05-12 1-01-08 5� . �p PflO/ s9 l 10-11-08 y �, NGINEFR /02 4z787022PE 9r" JOB NAME : RT ENGLISH STEP 5 PLEX - FDRAG Scale: 0.3506 '^ WARNINGS: GENERAL NOTES, cries.otheralS.noted: (.1:1‘.66".1...1...%/:: WARNINGS: GREG N ti O�C/N 1.Builder and erection contractor should be advised of all General Notes I.This design a bard onty upon the parameters shown and Is for an individual Truss: F DRAG and Warnings before consruddn commences. building component.Appllubgty of dealgn parameters and proper 2.244 compreeeien web bradng must be heeled where shown*. incorporation or component N the respansiboty of the building designer. O �M2 t E R .N` �‘y 3.Additional temporary bracing to Insure debility during construction 2.Design red 0110umes the top end bottom chortle to be throughoutty brand et 1. ) O b the responsibility of the erector.Additional permanent bracing or 7 o.c.and a110'c.c.rsuch cc sty unless braced their length by Cl �j continuous sheathing such tb plywood sheelhing(TC)and/or drywag(BC). V d. Lj e DATE: 7/1/2016 the overall structure a me reeponslbggy or the building designer. 3,23 Impact Mdging or lateral bradng requited where shown** 1 I7 SEQ.: K2 13 3 0 3 8 4.No lead should be applied to any component until after all bradng and 4.Installation .earn a bussathhe resspee elbuistyM In a rereip.00e contractor.environment, fasteners are compete and at no time should any dads gntler than and Desigess for"dry condition"are to b e. TRANS I D: LINK design dada be applied to any component. 8.Desiassumes full beadng at al supports shown.shim or wedge If Design aee 5.CompuTrus has no control over and assumes no responsibility for the Berry. EXPIRES:06/30/2017 fabrication.handling,shipment end Installation or components. 7.Design assumes adequate drainage is provided. July 5,201 6 e.This design is furnished eubJed b the limitations nal forth by 8.Plates NMN be located on both laces Ohms,and placed r their center TPAM/ICA a SCSI,copes of which will be lumlshed upon request. lines coincide with joint center lines. g.Diggs indicate size of pets In Inches. MITek USA,inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR•1311,ESR-1985(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-137) 977 6-3=(-146) 231 BC: 2x4 KDDF #16BTR; SPACED 24.0" O.C. 2-3=(-1322) 163 6-7=(-171) 1108 3-7=(-330) 186 2x6 KDDF #1&BTR B1 3-4=( -925) 152 7-8=( -55) 85 7-4=( -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. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -172/ 1210V -130/ 177H 5.50" 1.94 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 544.0 LBS @ 2'- 3.5" 13'- 4.5" -92/ 668V 0/ OH 4.00" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. SINGLE MEMBER AS SHOWN. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SINGERS ATTACHED TO BOTTOM CHORD 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" WILL HAVE 1.5"MAX.NAIL PENETRATION. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.041" @ 7'- 10.7" Allowed = 0.629" l MAX HORR. 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 4 '1 4 12 12 9.00 11M-4x4 Q 9.00 Design conforms to main windforce-resisting 4 0„ system and components and cladding criteria. 4 'F'/ Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, NM !!e!cTty' s), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n factor=l.l(s) are expwind,ed for winde of the truegdown not checked for any lateral loads. M-3x9 The design shall be reviewed and approved by :+ M-3x9 Project Engineer or qualified building designer immimmimmmt 3 d� for lateral load and lateral stability. M-5x8 0 ,_,I 410101111111111. -44441111111 0 r ,_, ! 1 N o = , 6 I .x4 M-7x8 M-1.5x3 Q 6.00 6.00 p. ' 12 12 2-09 5-01-12 5-05-12 y1-00 y 7-10-12 y 5-00-04 0-05-08 ��Vp P R�fFs, y 13-04-08 y Co�� GIN s/p2 `.. 870 2PE v1- JOB NAME : RT ENGLISH STEP 5 PLEX - G1 Scale: 0.2839 WARNINGS: GENERAL NOTES, unessotherwise nolo: ,a� iti 1.Builder and erealon contrador should be advised of all General Notes 1.This design Is based only upon the parameters Mown and a kr en Indlotual ' V'�A OR EG O / Q'i Truss: G 1 and Warnings haste construction commences. building component.Applicability of design panmeters and proper Incorporation of component is the responsibility of the building designer. [� �r 2,2e4 comprostlon web bracing must be Installed where shown+. CQ`4Ip E R '\\ �� 3.Additional temporary bracing to insure Wadley during conMrudion 2.Design assumes the lop and bottom drams to be IateralN braced at y �/C.17 la IM roaporMblMh of the erector.Additional permanent bracing of 2'c.c.and et 10'o.c.reapec.Nely mese braced throughout NM length by DATE: 7/1/2016 the overall&mese a the reaponalblety of the buildingde 2x Imps lie sheathing or such se aGng replywood Mudd here s end/sir dryvnW(BC), S /1 He'll,R signer. 3.2x Impact bridging or Metal bndn9 required where mown.. ^ f-1 G- SEQ.: K2133039 4.No load shouts be applied to any component until after ell bracing and 4.Installation of suss is theresponsiblily of respedte contred°, fasteners are compete and at no time should any loads greeter then 5.Design assumes trusties aro to be used Ina non.eorroswe environment, TRANS ID: LINK design pada be applied to any convened. and aro for"dry condition"of use. 5.CompuTma has no control over end assumes no responsible°-for the 8.Deng assumes full bearing et al wppods shown.Shim or wedge if EXPIRES:06/30/2017 febrkation,handling,shipment and hMaletion of components. 7.Delon assumes adequate drainage is provided. July 5,2016 8.This dedgn Is furnished subject to the Itmhatione set forth by 8.Plates Mal be located on both faces of hues,and placed so their ceder TPW4TOA In BCSI,copies of which will be furnished upon requeet. Knee coincide vdth joint center lines. N.MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.Pogribats rk connectosize rplae dpleb e inches. p sign values see ESR-1311,ESR-1885(MITA) 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: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-242) 596 3-6=(-218) 162 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-804) 164 6-7=(-277) 679 3-7=(-208) 196 WEBS: 2x6 ROOF STAND; 3-4=(-781) 186 7-8=( -56) 83 7-4=( -62) 459 2x6 KDDF #2 A LOADING 9-5=(-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"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 745V -131/ 177H 5.50" 1.19 KDDF ( 625) 13'- 4.5" -92/ 590V 0/ OH 4.00" 0.40 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" A 7-10-12 5-05-12 MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" I MAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629" 2-09 5-01-12 5-05-12 MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" f 1' 1' ' MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 12 12 IIM-4x4 9.00 Q 9.00 Design conforms to main indforce-resisting 4.0" system and components and cladding criteria. 4 �,l gal 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. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer .M-3x4 I� 3x4 for lateral load and lateral stability. 3 M-5x8 0 ti I 0 oi I ire Alt N , ^/I 6 f 1 oM-3x4 M-5x6 M-1.5x3 .Q 6.00 6.00 11 , 12 12 y1-00y 2-09 y 5-01-12 y 5-05-12 y ��ED PRQp . y 13-04-08 y �5' <6NGINEA.-. tS'/0�-Y ,' 87022PE v' JOB NAME : RT ENGLISH STEP 5 PLEX - G2 �� w Scale: 0.3155 +� WARNINGS: GENERAL NOTES, unless otherwise noted: `� �A I.Builder and emdbn contractor should be advised of al General Notes I.This flagon la baud only upon the parameters shown and le bran individual -. ), OREGON cid 4<v Truss: G2 and Warnings before construction commence.. building component.Applicability of deeipn parameters end proper /� 2.2a4 compression web bracing must be Installed where shown*. Incorporation of component is the reepanstbt of the building designer. )C1 ''B ER R 1` 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom dams to be latently braced at O P Is the rasponsibSof the erector.Additional permanent bracing of 2 co.and et td o.c.respectively unless braced throughout their length by C1 W continuous sheathing such as plywood sheathing(7C)and/or drywaAMC). l7 ^• N EN;DATE: 7/1/2016 the overall structure la the responsibility of the buiklUp designer. 3.2a Impact bddgmg or lateral bracing required where shown+• �1 rN SEQ.: K2 13 3 0 4 0 4.No bad should be applied to any component until after all br,ang and 4.Installation t Nation of truss its e responsibility e s sibHtybe used i t.rwncordrhhely.ao ictor..nl. fasteners are complete and at no time should any loads greater than and en ns roesdry Misses reof uses TRANS I D: LINK bias gn h.ds be applied to any component. 8.Design assumes NI bearing at all supports shown.Shim or wedge if 5.Command ,�„,ry. EXPIRES: 06/30/2017 fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. July 5,2016 8.This design b furnished subject to the limitations set forth by 8.Plates shell be haa ted on both fame of buss,and pled so their center TPIMyfCA in BCSI.copies MAIM wall be furnished upon request. Ines coincide with Joint anter lime. 9.Digits indicate size of plate in Inches. MITek USA,Inc.icompuTrus Software 7.6.7(1L)-E 10.For beet connector plate design valuer see ESR-7311,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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-399) 635 3- 6=(-266) 238 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-802) 158 6- 7=(-449) 711 3- 7=(-211) 195 WEBS: 2x4 NODE STAND; 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=(-559) 245 7- 5=(-357) 633 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-547) 289 TC LATERAL SUPPORT <= 12"0C. CON. DL ON BOTTOM CHORD = 10.0 POE BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ---- LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 745V -114/ 228H 5.50" 1.19 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR 13'- 4.5" -92/ 589V 0/ OH 4.00" 0.40 KDDF (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 10PSF 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" @ -1'- 0.0" Allowed = 0.067" *0 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 1' '1 MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.7" 12 9.00 M-4x6 17 M-3x4 Design conforms to main windforce-resisting 5 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. ro Note: Legdown not checked for any lateral loads. o The design shall be reviewed and approved by j 71(4M-3x401111111111111 1411,1‘70 '-' Project Engineer or qualified building designer for lateral load and lateral stability. IM-5 0 .411111 116 I CD I o M-1.5x3 Q 6.00 6.00 12 12 l l l 01 l 1-00 2-09 5-01-12 5-05-12 „co PRQp . y 13-04-08 y ��\��NGINE �'i7 4" 870 2PE yr JOB NAME : RT ENGLISH STEP 5 PLEX - G3 Scale: 0.3252 CV WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for an individual ly SAT OR EGO /ry Q' f Truss: G3 and Waminge before construction commences. building component.Applicability of design parameters and proper A� s it 2.204 compreston web bracing must be Installed where shown e. Incorporation of component is the responsibility o!the building designer. �(In 4 BER `` 3.Additional temporary bracing to Insure stabtilty during contraction 2.Design assumes the top end bottom chords to be laterally braced at (� IS the roeponslNAry o/int erector.Additional permanent bracing of 2'o.c.and et 10'oa.each.,plywood unless braced throughout their length by Cl continuous sheathing such as ptywood sheathing(TC)and/or tlryvnll(BC). l7 /A HS t!' DATE: 7/1/2016 the overall structure Is the responalbliity of the building designer. 3.20 Inked bridging or lateral boding required where shown.e �l G SEQ. : K2133041 4.No Toad should be appII d to any component until after all bracing and 4.Installation of truss is the reaponsbility of the respedNe contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses ere to be uwd In a noncorms:vs environment, TRANS ID: LINK design loads.applied to any component. end ens for dry condition"cluse. 5.Compurrua hee no control over and assumes no responsibitfy for the 8.Design wwmes NA bearing at all supports Macon.Shim or wedge if EXPIRES: 06/30/2017 febriwtroo,handling.shipment and installation of components. 7.oe.gassumes adequate drainage is provided. July 5,20 16 6.This design ie furnished witted to the limitations set forth by 8.Plates shat be located on both faces of Was,end placed w their venter TPAWICA M SCSI,copies of which vlA be furnished upon request. Anes coincide with Joint ander lines. es. MiTek USA,Inc./Com uTrus Software 7.6.7(114-E 0 Fbigits iakoereIke eign values P1 B. For bask fesOeconnector 1 per in inc values wa ESR•1311,ESR-1988(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 IC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=(-403) 660 3- 7=(-27B) 240 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-802) 181 7- 8=(-453) 739 3- B=(-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 B- 6=(-404) 675 LL( 25.0)+DL( 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. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA --- LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 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. ICOND. 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' '( MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 ! f .r ,r MAX HORIZ. LL DEFL = -0.020" @ 13'- 1.7" 1 MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 1' 1' 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 M-4x6 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-3x4 load duration factor=1.6, 6 End vertical(s) are exposed to wind, IMMEMMEM:::::::;;;FM 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 w for lateral load and lateral stability. 0 I M-3x9H -i ii111111111111111100111Z. :0 1 No ' '4 �, fee-e l ',AI,. 0 1 = 7 1M-3x4 M-5x6 M-1.5x3 0 Q 6.00 6.00 12 12 11-00y 2-09 1 5-01-12 l 5-05-12 y �� D PROp-Fss y 13-04-08 y ��' �Nc'IN �R ��29 ZI7 $7022PE V JOB NAME : RT ENGLISH STEP 5 PLEX - G4 Scale: 0.2728 N� � WARNINGS: GENERAL NOTES, unteesathetwlse noted: tf �o GREG N r �C/� 1.Buller and erection mmractor should be advised of a1 General Notes 1.This design Is bawd only upon the parameters shown and Is for en NdNdusi 7 Truss: G4 and Weminga before construction commences. building component.Applleabidy of design parameters and proper 2.244 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer, ..Pe, �� 1`Nb P�4 3.Addlbcel temporary bracing b insure stability dump construction 2.Design assumes the top and bottom chords to be IeleralN bread et ll..... E Ft b the rsepontlblly of the erector.Additional permanent bracing or 2'o.c.and at 10 c.c.reapectNeN unless braced throughout their length by (1 DATE: 7/1/2016 the overall structure is the reepondbxty of the building designer. 3 continuous4 Iedging or such as plywood aired sheathing(TC)ere s ow 4 dryweA(BC). l7 ^, HEY` Impact g or NNW brsdng required where mown., �1 f�G� SEQ.: K213 3 0 4 2 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is theresponslbloS of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes basses are to be used In a non-corrosive environment and are for'dry condition'of use. TRANS ID: LINK design bast be applied to any component. e.Design lissome,NI bearing at al supports shown.Shim or wedge If EXPIRES:06/30/2017 5.CumpuTms has no control over and assumes no responsibility forme neo...., fobrkatiun.handling,shipment and tMaiistion at components. 7.Design assumes adequate drainage 1.prodded. July 5,20 6 S.This design b furnished subject to the IS.limitations set forth by Plates shall b be located on both faces of truss,and placed so their center TPWWCA In SCSI.copies of which nil be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc.iCompuTrus Software 7.6.7(1L)-E 10.For baste oonnedorplate design value.see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-387) 673 3- 7=(-284) 232 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-802) 199 7- 8=(-436) 753 3- 8=(-165) 150 WEBS: 2x4 KDDF STAND; 3- 4=(-806) 313 8- 9=(-116) 154 4- 8=( 0) 175 2x6 RUDE' #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. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC VON. FOR 0'- 0.0" -119/ 74571 -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 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 I• g psf) uplift at 24 "oc 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 5-00-114-02 1-04-13 A 4 f T '1 MAX HORIZ. LL DEFL = -0.021" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.025" @ 13'- 1.7" 8-00 f f 12 5 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. 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), load duration factor=1.6, M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. �'0 6 i 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 .441111114t !, iiiiiiii . a o M-5x10 0 At , Komir.lrillill iiiiiiiii111111111111111111t.19 , O - 7 o M-3x4 M-5x6 M-1.5x3 .cu 6.00 6.00 L .. 12 12 1-00 2-09 y 5-01-12 y 5-05-12 y cGQ:�D PROFfiSs y y ,N .,\'G N EcR /� 13-04-08 ,V' /jj �' 87022PE ��' JOB NAME : RT ENGLISH STEP 5 PLEX - G5 Scale: 0.2429 I 7171' A, WARNINGS: O.ThRALNOTsb, untau on the otherwise noted: REGON rt?O�'/ Truss: G5 Builderor d or al General Notes buldlr combased ponent. ApMuponme pesmeprrmoshown and end par Individual js '0),` A and wanting.barere anstrudmn commences. building component.Appwastih of design parameters and proper 2.204 compression web bredng must be installed where shown+. Incorporation of component is the roeponsPoMXy of the building designer. /'� A I 3.Additional temporary bracing to insure stability during construction 2 Design assumes me lap and bottom chards to be laterally bread at t„,.4.(1'-i ✓/8 E`R 1 a� Is IM responstbilty of the erector.Additional permanent bracing of 2'o.c.and at IS o.c,each..sly ante..Mead throughout meld length by 1� DATE: 7/1/2016 the overall structure is the recontinuous sheathing or tach as.plywoodBrag re sheathing(TC)s ant/or drywee(BC). S /ti' u r^_'�N responsibility of the Wiring designer. 3.2a Impact bridging or lateral breang required where shown++ el I-7 G- SEQ.: K213 3 0 4 3 4.No load should be applied to any component until after an bracing and 4.Installation of(ruse la the responsibility of the respective contractor. fasteners aro complete end at no time should any bads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads beapplied 10any component. end are tot dry,ondlIae atone. N.compurru.nee no control over end..sumer no responsibility for me e.Design assumes full bearing at Cl support.shown.Shim or wedge @ ••eery EXPIRES:06/30/2017 fabrication.h.ndling,shipment and inetagaaan of components.torte nts. 7.De.lgn assumes adequate drainage is pros, . July 5,2016 S.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPVATCA in BCSI,copies of Mich Ail be furnished upon request. lees coincide 04th Joint center lines. 9.Digits Indicate airs of plate In Inches. Muck USA Inc./CompuTrus Software 7.6.7(1L)-E tO.For basic connector plate design values see ESR-131 t,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1RBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-4630) 732 1- 6=1-694) 3554 6- 2=( -402) 2816 4- 9=1-4788) 844 BC: 2x8 KDDF #16BTR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=1-2532) 520 9- 5=( -94) 30 WEBS: 2x4 RIDE STAND; LOADING 3- 4=(-1560) 368 7- 8=(-240) 982 7- 3=( -190) 920 2xB RODE STAND A LL = 25 PSE Ground Snow (Pg) 4- 5=( -156) 194 8- 9=1-240) 982 7- 4=( -556) 3144 TC UNIF LL( 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. DON. BC UNIF LL( 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 5Q.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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 'fir- ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Attach 2 ply with 3"x.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" , \A/ 9" oc in 1 row(s) throughout 2x4 top chords, /XVX, 9" oc in 2 row(s) throughout 2x8 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 HORIZ. TL DEFL = 0.013" @ 15'- 2.0" 12-00-11 3-04-13 6-04-03 5-06-08 1-05-09 2-01-04 Design conforms to main windforce-resisting 1' 1 f f I system and componentsand cladding criteria. 12 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-9x6 9.00 p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 =M-8x8 M-1.5x3 load duration factor=1.6, O'� ,End vertical(s) are exposed to wind, 1 Truss designed for wind loads in the plane of the truss only. M-3x6 o rn M-5x16 o i4dik " I 1411111111.1111111 o 1' 6 7 e -! 1 M-3x10 M-8x10 0 M-4x12 .a -M-4x4 209G# CIS PRO F y 6-02-07 y 5-06-08 1-07-0 2-01-04 cos' ` G'NEk0.0 l 15-05-08 T �'y �- 870 2PE " JOB NAME : RT ENGLISH STEP 5 PLEX - GGIRD Scale: 0.2357 WARNINGS: GENERAL NOTES, unlessethendse noted: 11 1.Builder and motion contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown and is for en Individual _ ' �A OR EGO /n <v� Truss: GGIRD and Warnings before conatroeoon commences. building component.Applicability of design parameters and proper A M[� 2.254 compression web bracing must be installed where shown e. innerporeBo of component k me responsibility of the building designer. /^ "'L7 s.=e.v '`l ��O 3.Additional temporary bracing to Insure shbllity during construction 2.Design assumes the lop and bottom chords to be IateralN braced al 1.•O L7 t.�'} Is the rosponslbllly of the erector.Additional permanent bracing of T c.c.end at id o.c.respectively unless braced throughout their length b/ continuous deal Bns such es plywood sheaming(TC)and/or drywel(BC). A, HEP` DATE: 7/1/2016 me overall structure la the responsibility of he building designer. 3.25 Impact bridging or lateral bracing required where shown.i SEQ.: K213 3 0 4 4 4.No road should be applied to arty component until after all bracing and 4.Instele on of truss Is the responsibility of the respedke contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used Ina noncorrosive enWronment, arTRANS I D• LINK design bads be applied to any component. 6. gra assumes NN bearing at al supports shown.Shim or wedge If kr q eendeies et ues. 5.CompuTrue has no control over and assumes no responsibility forme 6.meg assumes EXPIRES:06/30/2017 ty. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage N provided. July 5,2016 S.This design is furnished hatred to the limitations sh forthby Se.Plates shaft be hosted on both faces of truss,and placed so their center TP WWCA In BCSt,copies of which AN be fumhhed upon request. Ines coincide w9h joint center lines. 9.Digits indicate size of plata In Inches. MITek USA,Ino./COmpuTfus Software 7.6.7)111-E 10.For bask connector plate design values see ESR-1311,ESR-19f5(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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=( -131) 1069 BC: 2x6 KDDF #1513TR 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 2x9 KDDF #15BTR A LL = 25 POE 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/ 334H 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. '* For hanger specs. - See approved plans Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 4-04-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 '1 'l' ' .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 7 5 -/ MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only.CDm z,, I o I , ® : lin I 1'-' 6 7 8 o M-5x10 M-3x6 =M-6x6 M-6x8 y 1 b b 4-03-03 3-06-07 4-03-07 co PRO/ . y 12-01 y wc=;Q NGINE�c061�'i02 `x' 87022PE 9'` JOB NAME : RT ENGLISH STEP 5 PLEX - HGIRD ,, Scale: 0.3131 . N ''• WARNINGS: GENERAL NOTES, unless otherwise noted: GREG N O O�'V I.Buldar and erection comredor should be advised of a8 General Notes I.This design Is based only upon the parameters shove and Is for en Indiulduel A Truss: HGIRD end Warnings before consrudbn commences. building component.Applicability of daalgn parameters and proper a- 2.Tao compression web brsdng must be Metalled eha,e shown a. Incorporation of component a the responsibility of the building designer. 4 . 3.Additional temporary bredng to Insure stability during oar rudbn 2. • 2asign end at to the top and bottom unless b,to be laterally braced et ',01/ '/SER R (� b the responsibility of the erector.Additional permanent bracing of T o.c. at es c.c.rSunS CS sly braced throughout Mair length by O `_ DATE: 7/1/2016 the overall structure a the responsibility of iodide 0,Impact us sheathing such as plywood dinedWeetng(aC)and/or tlryweA(BC). S A' u C�`' epos ly o g designer. 3.a Impact bridging or acral bracing required where shown.+ r t G SEQ.: v213 3 0 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, designbads beapplied to en M. and are for"dry condition of use. TRANS I D: LINK ane over end°"° 5.Design assumes AM bearing at el supports shown.Shim or wedge if EXPIRES:06/30/2017 5.Compacts has no control over and assumes no reapon°Iblllly for the aaary fabrication,handling,empment and installation of components. 7.Design assumes adequate drainage a provided. July 5,2016 8.This design N banished subject to the limitations set forth by 8.Plates shall be bated on both faces of buss,end placed so their center TPWITCA In SCSI,copies of which WR be furnished upon request. Ines coincide with hint anter lines. 9. ches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.Forribasic connector ts indicate she ppa delate nignuet p design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-89) 70 WEBS: 2x9 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -95/ 907V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.93 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 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/290 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 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 f .( .c MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 4.00 v Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x5 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ''. End vertical(,) are exposed to wind, ) Truss designed for wind loads in the plane of the truss only. M-1.5x4 N iI Truss designed for 4x2 outlookers. 2x4 let-ins ,t 0 of the same size and grade as structural top M-3X5 ~ N chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 11111111111111 2 permissible at inlet board areas only. ofilkN iiM 1 / I SQA 5 0 M-3x9 M-1.5x3 l 1 5-08-04 0-03-12 l l y 1-00 6-00 S(9 .0 PR OFFS, ,,�; .NG,INERR -iv, 87022PE r" JOB NAME : RT ENGLISH STEP 5 PLEX - I1 Scale: 0.5771 N WARNINGS: GENERA/NOTES, unbuolMmleenabd: 1,Bailor 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 ly �A� OR EG O 153 w Truss: I1 and Wamings before construction commences. building component.Applicability of design parameters and proper 'A,a A `Q 2.2a4 eompreesion web bracing must be Installed where shown 4. Incorporation of component la the roapondblfty of the building designer. I/'� ��h ER 1` ��y 3.Additional temporary bracing to Insure Gabllly during construction 2.Design assumes the lop end bottom chords to be laterally braced et Of, O ` Is the responsibility of the erector.Additional permanent brectnp of 7 c.c.and al I0 o.c.respectively unless entad throughout malt length by Cl N DATE: 7/1/2016 me overall structure b the ro sibl rine NOON tlea continuous eheatMng such as plywood Meathing(TG)and/or drywal(BC). l� A. H(r�` agora 8Y o rap Ignar. 3.2t Impact bridging or lateral brsang required where Mown*+ a'� SEQ.: K2 13 3 0 4 6 4.No load should be applied to any component until after all bracing and 4.Installation lation of truss struR he responsibility s a b�.bil lie m.non rdroan..tactor..m, fasteners are complete and at no time should any loads greater man end ra assumes Tdry trusses are use. TRAN S I D: LINK design bade be app Nd to any component. 8.Design assumes NI bearing at al If supports shown.Shim or wedge 5.GompuTrus hes no control over and emotes no responsibility for the necessary. EXPIRES: 06/30/2017 tabrkstbn,handling.shipment and InstallatIon of component. 7.Designassumes adequate drainage is provided. July 55,2016 S.This clefts is Nmishad subbed to the limitations sat forth by 8.Plates Mal be bated on both faces of truss,and placed so their center TPIMRCA in BGBI,copes of which coil be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate sin of plate in Inches. MiTek USA,Inc./Compulrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF #16BTR SPACED 29.0" D.C. 2-3=(-84) 70 WEBS: 2x9 RIDE STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -95/ 407V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.93 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 10 PSF 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 = 0.002" @ -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" T 1' ' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 9.00 Design conforms to mlwindforce-resisting system and components and cladding criteria. M-1.5x3 q Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, 3 -i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m End vertical(s) are exposed to wind, 1 Truss designed for wind loads in the plane of the truss only. N Lo ol tw1 0 N 2 1 O 5 M-3x4 M-1.5x3 l ), 1 5-08-04 0-03-12 J• , y 1-00 6-00 �5c5 t PROFec, <cC?.5 �NGINEE'4 /u'L �' 870 2PE 9<` JOB NAME : RT ENGLISH STEP 5 PLEX - I2 Scale: 0.5771 cn �.� WARNINGS: ISENERAL NOTES, unless u on the p=ram te: O R EG O ',. 44j I. W and s bekr coMredor should be advised of eq General Notes I.This building co la based only upon the parameters shown and Is for an individual �� Truss: 12 and Warnings be oro construction commenoea bullring component.component bitty el design perimeters and proper 2.234 compression web bracing must be Metalled where ehown*. incorporation of component h the responsibility of the building designer. //ry'� A' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et Or-)�"I/$E �� Is the responsibility of the erecter.Additional permanent bracing of 7 o.c.and at 70'e.c.respectively unless braced throughout malt length by ('11 DATE: 7/1/2016 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood ehealhing(TC)end/or drywaq(BC). V /q, u�� 3.2s Impact bridging or lateral bracing required where shown*e ^ rq SEQ.: K213 3 0 4 7 4.Na load should be applied to any component until after all bracing and 4.Installation of true Is the responsibility of the respectNe contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes hisses are to be used In a non-corrosive environment, TRANS I D: LINK design Weds be applied to any component. and are kr"dry condition"of use. 5.Compurrua has no control over and assumes no responsibility forma 8.Design nwmee mit beating at all supports shown.Shim or wedge If EXPIRES:06/30/2017 fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. July 5,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be heated on both faces of truss,and placed so their center TPIAN1CA M SCSI,ashes of which will be furnished upon request. lines coindde with Joint center lines. s. MiTek USA,Inn./CompuTrus Software 7.6.7(1L)E 10.Forrlbask connectoindicate size rpldte esign al platepsign values see ESR-1317,ESR-1888(MITek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-175) 115 BC: 2x9 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. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 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) ** 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. I 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 = 0.036" @ 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" If I 1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 4.00 " Design conforms to main n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ', load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o N .-I 1 ti 2 to rn1 - , �t 5 o1 M-3x4 M-1.5x3 y l l 4-08-04 0-03-12 y l l 1-00 5-00 - ' <(' N `r NS �NR /0c�� 2 „ 7 87022PE r JOB NAME : RT ENGLISH STEP 5 PLEX - I3 Scale: 0.5900 N� ZfN WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contraaor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual yr "''Oj, GREG N til Q4/ Truss: 13 and Warnings before construction commences. building component.Appllwblgly of design parameters and proper /� 2,D:4 compression web bndng must be Installed where shown*. incorporation of component la the responsibility of the building designer. ..P .�` �N 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bosom chords to be laterally Orecetl at t ely unless breced throughout their length by Is the responsibility of the erector.Additional permanent bracing of ceMmuou•eMaalhing such es plywood sheathing(TC)ander tlrywap(BC OAJ p (�va�� DATE: 7/1/2016 me overall structure Is the responsibility of the building designer. 3.Di Impact bddging or lateral bracing requited where shown 00 " s, n"�� SEQ": K2133048 4.No load ahoold be appl:ed to any component antI:eTa,all bnadog end 4.oWAaionoorrswasthheres�Wbusyoftd in hn�noNesieder,environment. fastenersan complete and at no time should any bads greater than g design bads be applied to any component. and en for"dry condNon'of use. TRANS I D: LINK 5,CompuTrus has no control over and assumes no responsibility far the N.Design assumes fug bearing at ail supports shown.Shim or wedge If EXPIRES:06/30/2017 scary. fabrication,he dling,shipment and Inetalletbn of components. 7.Design assumes adequate drainage is provided. July 5 r 20 I 1 6 8.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of buss,and placed so their center TM/WMA In SCSI,copes of which wig be furnished upon request. lines coincide vAth Jolt center line. 9.Digits Indicate sire of plats in Inohes. MITek USA,Ina./CompuTfuS Software 7.6.7(1L)-E 10.For bask connector plate design values sea ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 10-11-08 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-34) 37 9-5=1-60) 255 1-4=( -66) 30 2-6=(-371) 68 BC: 2x6 KDDF #1&BTR 2-3=(-34) 37 5-6=(-60) 255 4-2=(-371) 69 6-3=( -66) 30 WEBS: 2x4 KDDF STAND LOADING 5-2=( -42) 383 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. VON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. BC UNIF LL( 112.0)+DL( 109.61= 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. IIOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ae 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 I I 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 II - - j lr system and components and cladding criteria. II - _.-- II Wind: 140 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, *r o Truss designed for wind loads I I in the plane of the truss only. ti ti 0 0 I I Or ck 1I 4X 5 /4, 6 'y' M-3x4 M-1.5x3 M-3x4 J. 1 J. 2-00 2-00 4-00 ��E D PR°F-ss �,5 0NGINE -6, /O 2 ,�` 870 2PE ,, -9c". JOB NAME : RT ENGLISH STEP 5 PLEX - IGIRD Scale: 0.7317 '^ CV WARNINGS: GENERAL NOTES, un ase otherwise noted: N / 544. TrUSS• IGIRD 1.Bunderand erection contractor should beadvised oral General Notes 1.This desgnls based onlupon the parameters shown and bfor anIndwMual -q CIC ../ OREGO fl' Ali • and Warnings bebre anetrudion commences. buliding component.Appliabillty of design parameters end properssii 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 0 �i1-ems ,a 3.Additional temporary bracing to Insure stability during construction 2.Design sasumas the top and bottom chords to be laterally braced at 1..• 'V'[{ is the responsibility of IM erector.Additional permeant bracing of 2'o.c.ea et 10'o.e.respectively tallow braced throughout(hair length by DATE: 7/1/2016 the overall structure is the responsibility or the building designer. 20Imp continuous such as plywood sheathing(TC)miter.)comer aryaaN(Bc). OS A. u C�� J.2x Impact bridging or labral bracing required where shown♦a �1f-t G SEQ.: K213 3 0 4 9 4.No toed should be applied to arty oornpo o tit until alter all bracing and 4.Installation of tense Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"el use. TRANS ID: LINK design loads be applied to any component. 8.Deign assumesfuNbearingatalsupporteshown.Shinerwedgeit EXPIRES:06/30/2017 E CampuTrus has no control over and names no responsibility ler the seCeµry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage isprovided. July 5,2016 8.This design is furnished eubjed to the limitations set forth by 8.Plates shall be bated on both laces of truss,and placed fro their center TPI/N/!CA in BCSI,copies of which all be furnished upon request. lines coincide 04th Joint center linea. fi. es. MiTek USA,Inc./Com uTrus Software 7.6.71L E 0 Digiteiskconetrer plate ein ign vel P ( F 10.For beak ate slot 1 plate design heroes see ESR-1311,ESR-1088(MOSS) 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/Cg=1.00 TC: 2x4 KDDF #158TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #!&BTR 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)UDL( 10.0) ON TOP CHORD= 35.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PIP 0'- 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/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 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" MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7. Design conforms to main n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 0 .-1 o M-3x4 l l l 1-00 2-03-08 'PROVIDE FULL BEARING;Jts:2,4,3 0,0 PR OFfises s ,C?<0 �NGINSE'S' /0 8702PE fir" JOB NAME : RT ENGLISH STEP 5 PLEX - IJ1 Scale: 0.6696 N'^ (�� WARNINGS: GENERALNOTES, unless otherwise noted: ' Cn / �r t.Balder and erection=tractor should be edvlsed of al General Nates t.This dedgn 1s based only span the parameters Mown and is for an individual 7 'o OR EG O c',:)Q� Truss: IJ1 and Warnings before condnrcAbn commences. building component.Applubilly of design parameters end proper / 2.2a4 compression web brach()must be Installed where shorn w. incorporation or component is me responsibility of the balding designer. $Q 3.AddAdditional temporary bracing b Insure stability dudrg construction 2.Design assumes the top and bottom chortle to be laterally braved et 1.0 O Is the responsibility of the erector.Additional permanent bracing of T ac.and at t0'o.c.rospsclNety unlace bread throughout their length by _Cl continuous sheathing a such plywood sheathing(TC)adlor drywal(BC). V A, 1-{E. pi DATE: 7/1/2016 me overall simdure is me eaponslblly of the building designer. 3.z»Impel badging or,leterel brains required where shown.. �l SEQ.: K2133050 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the respowuwof ainhthe r en�nae contractor. environment, fasteners are compete and at no time should any loads greater than gn assumesare to design bade be appled to any component. and are ler"dry condition'of use. TRANS ID: LINK Me.Design assumes fagbearing atalsupports shown.Shim orwedge if EXPIRES: 06/30/2017 5.CompuTrus a no control over and assumes no responsibility for the necessary fabrication,handling,shipment end Inetalletion of components. 7.Design assumes adequate drainage Is provided. Q 8.This design Is furnished subjed to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter July 5,20 6 TPIM/TCA in SCSI.copes of which will be famished upon request. Ines coincide with joint anter fines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L(-E to.For basic connector plate design values see ESR-1311.EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 KDDF #16BTR 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)+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 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ITOND. 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 = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1,- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" f ,r MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIE. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 . ' (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 0 in the plane of the truss only. vc 0 0 N o 11 . I C o o I WM2M 401=10 - M-3x4 y l l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I C,,C0 ,1NG P FeR s�o 2 �� 87022PE 9r` JOB NAME : RT ENGLISH STEP 5 PLEX - ISJ1 Scale: 0.6696 N CV WARNINGS: GENERAL NOTES, unenclhennsenoted: ' '21/1 OREG N �, wN 1.Builder 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 O Truss: ISJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be insialled Where shown". incorporation of component Is IM responsibility of the building designer. �� "'O �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced el 'y' ER (� is the rosponsiNgry of the erector.AddHlonsi permanent bracing of 2'o.c.end H 10'c.c.r.uoh 55 sly unless braced throughout their length by O a`_ DATE: 7/1/2016 the overall structure is the recontinuaue sheathing such as plywood sheemmg(rC)and/or drywall(BC). S A. H C�`' responsibility of the building designer. 3,2s Impact bridging or Niers!bracing required where shown i+ �1 f-A G- SEQ. : 2 13 3 0 5 2 4.No load should be applied to any component until after all bracing and 4.Insteletion of truss is the responsibility of the respective contractor, Wieners are complete end at no time should any loads greater then 5.Design°ssumes busses are to be used in a non-corrosive environment, loads be applied to an M, and are for"dry condgion.of use. deal TRANS ID: LINK rpyamw^° 6.DesignasaumesfuIbearngatansupports shown.Shim orwedge it EXPIRES: 06/30/2017 S.CompuTrus Ms no control over and assume"no reeponslbllity for the necern, 1 fabdalbn,handling,shipment and instalkh tion of component°. 7.Design assumes adequate drainage presided. e/V f y 5,20.f 16 6.This design Is furnished subject to the Imitations sat forth by B.Plates shag be located on both faces of true,and piaud so their anter TP WATCA in SCSI.copies of which GGA be furnished upon request. lines coindde 04th Joint anter lines. O.Digits indicate size of piste In md,es. MiTek USA,Ina./CompuTfus Software 7.6.7(1L)-E 1o.For basic 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 8'— 9.0" COND. 2: Design checked for net(-7 psf) uplift at 24 "ac spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 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 = 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 PST 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. Sable end truss oncontinuous bearing wall UON. BOTTOM CHORD CHECKED FOR lDPSF LIVE LOAD. TOP N-1x2 o equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-04-08 4-04-06 T T T 12 12 IIM-4x4 9.00 V N 9.00 2 0 o AIIIIJIIIIIIIIINII . , f —/ 4 5 y 1-00 8-09 y l 1-00 ,<<,c,0 PRQFer, ,c\, GINE /01% 11 4c' 87022PE r JOB NAME : RT ENGLISH STEP 5 PLEX - L1 .� scale: 0.4760 Y (lc WARNINGS: GENERAL NOTES, unless otherwise noted: -p "o), OREGON R C �� 1.Raider and erection contractor abedd be advised oral General Nate, I.This design h based only span the parameters shown and is for an individual 7 Truss: Ll and Warnings before aonstradwn commences. batwing component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instal ed where shown+. Incorporation of component Is the responabaty of the bwwIng designer. �CI �Q 1\ P" 3.Additional temporary bracing to Insure aabifr durkp..namdlon 2 F sign aswmea the tap and bottom dross to be laterally braced al O E y Is gra responabGty of the erector.Additional permanent bracing of 7 otlnuon. udiealealhing such of plyvnad Chsahlnp(TC)antlbrely mien braced throughout mderywaA BCir length). S DATE: 7/1/2016 the overall structure Mme responsibility ether building designer. 3.2s impact bridging or lateral bracing required where shown C a A. HER SEQ.: K213 3 0 5 3 4.No load should be applied to any component until after.f bracing end 4.Design hat/nation of truss s le he asps aibuatyyA M.�sn eatt,.vcontractor. n radon. fasteners ere complete and at no time should any wads greater than assumesare to ..sign loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTtw Ms no control over end assumes no responsibility for the 6.Design asEXPIRES: bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2017 nwnwww. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 5,GO 6 6.This design b furnished bNot to the limitations set forth by by Plates Chef be bceled en both feces of boas,and placed eo their center TP WrTCA in BES).eepiss of which WC be famished upon request. fires coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 79.For basic connecter plate design value.see ESR-1371,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 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 01&BTR 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 BEG 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) -1,"" ( 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 lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords,XX AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked fox net(-7 psf) uplift at 24 "00 spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = 0.036" @ 2'- 5.3" Allowed = 0.316" MAX TC PANEL TL DEFL = -0.022" @ 6'- 5.5" Allowed = 0.474" 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 7M-4x6 9.00 4 Dn 9.00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 2 Ale. Design conforms to main windforce-resisting system and components and cladding criteria. '� 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 #iii ..._ .imiiiiili O O I 0 0 N 1 J ,U41 ILI /- 4 , 5 6 M-3x8 M-7x8 M-3x8 l l ,• 4-04-08 4-04-08 y 8-09 y <��:t PROpec, ___•-44 -.Y___ tiNGiNEF�4 u/ , 2 87022PE r JOB NAME : RT ENGLISH STEP 5 PLEX - LGIRD Scale: 0.4406 (� ',• :: WARNINGS: GENERAL NOTES, unless ontheparameters anobd: GREG N O 4�N 1.Budder and erection contractor should be advised of ag General Notes I.This design Is based only upon the peramele ri shown end Is for en bMvldual Truss: LGIRD and Warnings before construction commence.. building component.Applicability or design paremetere•nd proper 2.2x4 compreWon web bracing mud be Installed where shown+. incorporation of component is me ro•pondbligy of the building designer. �ii- ER ,k �� 3.Additional temporary bracing to Insure debility during construction 2.Design et(S the top and bottom chords la be laterally bead al 'V/�` Is the responsibility of me erector.Additional permanent bracing of continuous and at 10'lrin rospedNly unless braced Mroughoul mak length by DATE: 7/1/2 D 16 the overall Wucture k ms rospondblity of rite building dad her. 2nImps •haethior ouch in plywood sheathing(7C)and/or tlryweN(BC). S /r' u[_�� g 3.2t Impact bridging or lateral bracing required where shown++ #1 I-7 G. SEQ.: KU13 3 0 5 4 4.No road should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. n fasteners acomplete end at no time should any loads greater than 5.Design assumes iryt sses are to be used In a nonurrodve envlronm•m, dad pads be applied to an M. end ere for"dry condition"of use. TRANS I D: LINK g" as +tempo"° B Design assumes rug bearing al el suppods shown.Shim or wedge If EXPIRES:06/30/2017 5.CumpuTnn hes no control over and assumes no responsibility for the necessary. fabrlcatNn,handling,shipment end Instelktlon of components. 7.Design assumes adequate drainage is provided. July 5,2016 6.This dodge M furnished subject to the limitations set forth by B.Plates shed be located on both faces of tram,end placed so their center TP8WICA in SCSI,copies of which will be furnished upon request. ties coincide with jolts center lines. 9.Digits Iectppathininches. MITek USA,Int./Com uTrus Software 7.6.7(1L}E tI Pa,bash connector plate design values see 86R-1311,66R-196a(Mitek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.0" I1OND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. • TC: 2x4 KDDF #lfiBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" D.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PIF 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 = 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 DON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4-1x2 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 T . T 12 12 IIM-9x9 12.00 V N 12.00 ALr o I I 4 5 y 1-00 y 9-08 y 1-00 l �S��NG11`1 F 0:0 87022PE v' JOB NAME : RT ENGLISH STEP 5 PLEX - N1 Scale: 0.3898 WARNINGS: GENERAL NOTES, uWees other/dee noted: 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and la for an Individual r SAT OR EGO ti� 1C/ Truss: N1 and Warnings before combustion commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be Installed where sham+. Incorporation of component le the reeponsibNgy of me building tlestgner. //'� ��ER -`` � ' 3.Additional temporary brecmg b Insure stability dudrp construction 2.Design assumes the top and bottom chards to be laterally bread at l.+J Is the responsibility of the erector.Additional permanent bracing of Y o.c.and al 10 o.c.nspadNaly unless bread throughout melt length by A (� continuous sheathing such es plywood Meethlng(TC)and/or drywag(BC). V d. H E DATE: 7/1/2016 me overall structure Is the of me building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 SEQ.: K2133055 4.No load Mould be epplladta any aonrpeeant noel aCer NB bradng end 4.Inegationoftru ems ae.ponsibuwdfthility of erespodnoeNaNe �acto. fasteners ere complete and at no Erne Mould any loads greater then Design assumes TRANS I D: LINK design loads be applied to any component. 8 and for"dry NM bearing use. M Maven.shim or we If 5.CompuTnd has no control over and assumes no responsibility forth. �,n see deet °• supporta dile EXPIRES:06/30/2017 nes ry, fabrication,handling•shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 5,2016 8.This design N furnished subject to the limitations sat forth by 8.Plates shag be loafed on both feces of Imes,and pieced so their center TPINNTCA in BCSI,codes of which wig be Banished upon request. gnat coincide with holm center lines. 9.Digits Indkele alis of plate In Inches. MITek USA,Ino/CompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-254) 228 2-6=(-578) 172 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 WEBS: 2x9 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 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" -69/ 630V -217/ 217H 2.50" 1.01 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OND. 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" 4 f c 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 HORIZ. TL DEFL = 0.009" @ 8'- 11.5" 3 IN Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 zAlL , 1 ill "1 M-5x8 0, 0 0 N 1 O cV I O N N f g 1� W -I M-61'' x3 M-1,'SSc3 Q 6.00 6.00 N, 12 12 l l l l l 1-03 l 4-07 4-07 l 1-03 r � EpPROFCS 9-02 ��. ANGINEcR dj0 cr. 870 2PE 9r' • JOB NAME : RT ENGLISH STEP 5 PLEX - N2 Scale: 0.3279 5. N� / > N1.RNIN68: O. hRAe dsINOTES, unlessotherwisearamete: OREGO VO Add Truss: N 2 Builder and s baton cnenallo r should be advised of all General Notes This design is ppl upon y e parameters ara mews and Is or an individual -S7 and Waminga before wnatructbn commences. buildincorporation component,ponent bith of design platy&t ere and proper 7 2.2v4 compression web bracing must be Installed where shown+, Incorporetlon or component fa the responsibility of the building designer. �^ �A-�E R A 1` 3.Additional temporary bracing m Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at OS V' ` \A� Is me responsibility of me erector.Additional permanent bracing of 2'o.c.end al 70 o.e.reepedhety unless braced throughout their length by v DATE: 7/1/2016 the overall anma,re is me responsibility r the building designer. continuous Wreathing such as plywood sheammg(TC)end/or drywall(BC). A. HE M o ne3.2a impact bridging or lateral bracing required where show„4 SEQ. : K213 3 0 5 6 4.No load should be applied to any component until after all bracing and 4.Installation ofInc..Is the respondmgty of the respective contractor. fasteners are compete and et no time should any loads greater than S.Design assumes trusses are to be used Ina non-nonostce environment, TRANS ID: LINK dadgnloads beapplied toany oompone4. and ere for"dry condition"of use. S.CompuTrus hes no control over and assumes no respondbllMy for the 8.Design assumes NA bearing at all supports Mown.Shim or wedge if EXPIRES:06/30/2017 fabrication,handling,shipment end installation of components. 7,Design assumes adequete drainage is provided. July 5,2016 6.This design le furnished subject to the limitations set forth by S.Plates shall be located on both faces of toes,and placed so their center TPUWTCA in SCSI,codes of winch wilt be furnished upon request. Anes coincide with joint center lines. MiTek USA,Inc./Com uTrue Software 7.6.7 1 9.Digits indicate sire of pieta in inches. F ( EE 10.For beak connector plate design values sea EBR-1311,ERR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 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 29.0" O.C. 2-3=(-415) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=(-362) 169 WEBS: 2x4 KDDF STAND 5-2=( -26) 184 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORS 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 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ITOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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. TL DEFL = 0.008" @ 8'- 11.5" 4-07 9-07 ,I' ,( ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 12.001:77 12.00 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 4.0" Heights), f Enclosed,Cat.2, Exp.B, MWFRS(Dir), (All Heights) ACa End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x9 1 -�� s-- 1111111.11 5 Q� -/ 01 M-5x8 cm 0 0 I N N o 0 I I N ed . M-41.5x3 M-1.*5n2O3 Q 6.00 6.00 p. 12 12 y 4-07 y 4-07 y e�EO PRo y 9-02 y Qk," k.NGINE ... s/O�9 87022PE �' JOB NAME : RT ENGLISH STEP 5 PLEX - N3 Scale: 0.3281 (..r1.."‘661....1 :11 ^ N WARNINGS: GENERAL NOTES, unless otherwlwnoted: NcA >, 1.Builder end erection oontraaer should be advise&of al General Notes I.This design is bawd only upon the parameters shown end le for en individual -y� J, OR EG N ti9 t4./ Truss: N3 and WernInga before constNetbn commence., building component.Applkebtay of deelgn parameters and proper 2.2e4 compression web bracing must be!nulled where shown+. Incorporation of component le the responsibility of me building assigner. �/'� �/�[3 s\\ �� 3.Additional temporary bracing to insure stability during combustion 2 Design assumes the lop end bosom MOMS to be laterally braced at 1.O CC77 C i'1 ` is the responsiblEy of the erector.Additional permanent bracing of T o.e.and al 70'o,c.respectively unlace braced throughout their length by S continuous sheathing such as acing ing(TC)endrur drywsA(BC). A, HER DATE: 7/1/2016 the overall structure is the responsibility of the budding designer. 3.De Impact bridging or Wend bracing required where show++ SEQ.: K2 13 3 0 5 7 4.No foad.houM be appded to any component until eller all bracing end 4.Installation of russ is the responsibility of the respective ceMrador. fasteners are complete end at no am.should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID. LINK design loads be applied to any component. end s,.for'dry condmon^Druse. 5.CompuTrue Ms no control over and assumes no roeponelbasy for the 8.Design assume.hill bearing at al supporta strewn.Shim or wedge If EXPIRES:06/30/2017 7. fabrication,handling,shipment and Iwtalletlan of components. 7.Design manes adequate drainage is provided. July 5,20 I 1 6 6.This design is furnished subject to the cowco Nmitations set forth by 6.Plates shad be tented on both faces of ,and pieced thea center TP WOTCA In BCSt,copies of which cdl be furnished upon request. Ines celnsde with(oM1 center lines. N.Digits indicate We of plats in inches. MITek USA,Inc.iCofnpuTfus Software 7.6.7)1L)-E 7o.For basic connector plate design values we EOR-7377,ESR-1985(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=( -6) 163 6-7=(-2256) 2253 2-6=(-1069) 851 BC: 2x9 KDDF #lfiBTR SPACED 29.0" O.C. 2-3=(-1571) 1353 7-8=(-2256) 2253 2-7=(-1475) 1623 WEBS: 2x4 KDDF STAND 3-4=(-1571) 1353 7-3=( -982) 1132 LOADING 4-5=( -6) 163 7-4=(-1475) 1623 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-1069) 851 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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/ 20008 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 10 PSF LIVE LOAD. TOP 'COND. 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 = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" 4-07 4-07 MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" f f ,( 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 MAX HORIZ. LL DEFL = 0.037" @ 8'- 11.5" 12.00 N12.00 9.0" MAX HORIZ. TL DEFL = 0.040" @ 8'- 11.5" 3 ma a ICOND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, 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 AIL M-3x5 F ,4 7 ,„ cm M-5x8 rn 0 0 1I I N ry O O Cd • j N I s, 1 n8 M-1/8 Q 6.00 6.00 f 12 12 . 1 1 l l 1-03 4-07 4-07 1-03 QED PR°FF y 9-02 y ��NGINE�R u'i02 �' 87022PE 9r` JOB NAME : RT ENGLISH STEP 5 PLEX - NDRAG Scale: 0.3279 WARNINGS: GENERAL NOTES, unless otherwise noted: s\ I.Builder and erodron contractor should be advised of al General Notes 1.This design Is based only upon the parameters show"and Is for an individual �A OR EGO o Q"C! Truss: NDRAG and Warnings before consbudbn commences. Incorporation component.Applicability neatIs of design pay of ere and proper 2.2x4 cnmprosaion web bracing must be installed where show"0, Incorpoailon of compose"b the responsibility of the building designer. (/s'8l �A=[�ER ' ' 3.Adtllionat temporary bracing to insure stability during construction 2.Design assumes the tap and bottom ehose.be to be aterally their et l..' r I��[7 Q Is the responsibility of the erector.Additional permanent bating of T au,cotitin and at ig'o.c.r.yrodNeN usuch as nless s braced throughout their length by O 1 DATE: 7/1/2016 the overall structure h the responsibility of me building designer. 3.24 impact bridging uon or lateral bradng plywood e wfi re shown•d• rywal(BC). SEQ.: K2 13 3 0 5 8 4,No load should be applied to any component until after all badng and 4.Installation of truss Is the responsibility of the raape0Ne contactor. 1-10),'‘\'‘EF'` fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. TRANS I D: LINK resign loads be applied to any components.compuraa nae control over and assumes a responsibility for he S.Design assumes full bearing at al sappods shown.Shim or wedge II EXPIRES:06/30/2017 necessary. fabrkation,handling,shipment end installation of components. 7.Design latesshwaeladequate drainage kprovided. July 5,2016 e.This design Is furnished sub)ed to the limitations set forth by S.Plates shall be located on both laces of was,and placed so their unlet TPIMTCA in SCSI,copies of winch vol be furnished upon request. Ines coincide with Joint center lines. B. igits indicate she of plate in MITek USA,Inc./CompuTrus Software 7.6.7(10-E 10.Torr basic conceder plate te de inc vel elues sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 GIRDER SUPPORTING 25-03-09 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-163) 211 4-5=(-257) 772 1-4=( -132) 61 2-6=(-1699) 421 BC: 2x8 KDDF #1&BTR 2-3=(-163) 211 5-6=(-257) 772 4-2=(-1694) 921 6-3=( -132) 61 WEBS: 2x4 KDDF #13BTR; LOADING 5-2=( -395) 2782 2x4 KDDF STAND A; LL = 25 PIP Ground Snow (Pg) 2x9 KDDF STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 290.9)+01( 252.7)= 543.6 PLF CO- 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 PIF. Single member as shown. OND. 2: Design checked for net(-7 uplift at 24 "oc cin Hangers attached to the bottom chord g (- psf) p spacing. will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.037" @ 9'- 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 ,r MAX HORIZ. LL DEFL = -0.003" @ B'- 10.5" MAX HORIZ. TL DEFL = 0.004" @ B'- 10.5" M-1.5x3 M-5x8 M-1.5x3 1 2 3 -/ Design conforms to main windforce-resisting 0 - _ 0 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. .-i ,I g+ �'� A B A � -I3 I , m 0 0 co co 1, / 1 r 1`I r i t` y.- 1/ 4." 5 6 M-7x12 M-4x12 M-7x12 y 4-07 y 4-07 y ��c O PR OFFS y 9-02 y ��N.� ENGINE -. si0�P 41c' 87022PE JOB NAME : RT ENGLISH STEP 5 PLEX - NGIRD Scale: 0.3208 (\I WARNINGS: GENERAL NOTES, unless otherwise noted: /1 n1e. AV 1.Guider and erection contractor should be advised of till General Notes 1.This design Is based only upon the parameters shown end N for an ind dual "y A� OR EGO (1O "(+ Truss: NGIRD end Warnings before oonetrudion commences. budding component.Applicability of design parameters end properNei 2.2x4 compression web bracing must be installed where shown e. Incorporation of component la me responsibility or the bulldog designer. �C? Mly n .`♦ �� 3.Additional temporary bracing to Insure stability during construction 2 Design not.115 Ma top end bottom unlesscholer to be laterally bread at 1.•OOcs OO E rl Is the rsspentlMgy of the erecter,Atlditlonal permanent bracing of 2'minuousaiheamingf emonk as plywood aheeming(TCj odor tlrywel B hout thek length byS DATE: 7/1/2016 the overall ebuoure le the reponsibily of the building designer. 3.2,Impact bridging or lateral bracing required where Mawr** •. �� SEQ.: K2133059 4.No load should be applied to any 000epaeent unIt.t.,.11 bt.dng and 4.aallationoftnnmst sem be�I:cm.respective nr ctor. fasteners are complete and at no time should any bads greater men end Design for"dry con5505 are use. TRANS I D: LINK design .aa be applied to any component. B.Design assume.on bearing at ail supports shown.Shim or wedge if 5. loadsmpoT,eshasnocom,alov.,andassumesnoresponsibilityforthe w„,ry. EXPIRES: 06/30/2017 fabdoetion,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. July 5,2016 S.This design is furnished subject to the limitations set forth by B.Plates shag be located on both races of puss,and placed so their center TPIiWTCA In SCSI,copies of which roll be Nmiehed upon request. lines coincide with)olid center lines. 9.Diggs Indicate sin of p1te in inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design value.see ESR-1311,E511-1008(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. GOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND; 2x4 KDDF #1&BTR A LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.8ft, 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(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 19-1.5x9 or m equal at non-structural REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. vertical embers (uon). 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 1' T 1' 12 94, .00:/' M-1.5x3 5 a " 000 #00 M-3x6 3 loo 0 �111111111 A N 0 I o, Alli liii so‘. , o o 1 M-165x3 M- x6 M-3x4 y 6-02-11 ' 5-10-05 '' �(Q,ED PROfFS,s 11-00) 12-01 0-03 4r:5 <GNGINE -6 /02 `r' 87022 P E JOB NAME : RT ENGLISH STEP 5 PLEX - P1AFW Scale: 0.2716 N WARNINGS: GENERAL NOTES, union otherMse noted: 1+. Truss: P1AFW 1.8554.,and erection centracorshould beadvised ofaNGeneral Notes 1.The design Is based only upon the parameters shown and isfor anlndhaual —q �'O)„ OREGO tis A� and Warnings before construction commences. bulking component.Applicability of design parameters end proper 2.204 compreselon web bracing must be installed where shown 4. mcorporotion of component la the responsibility toy of the building designer. 4-� ,s A �� 3.Addeonel temporary bracing to insure stability during construction 2 Design assumes the top and bottom chores be laterally braced at 'i�' Is the responsibility of the erector.Adenlonal permanent bracing of T e.c.and et 1G o.c.reapectNaiy unless braced throughout their length by 0O DATE: 7/1/2016 the overall atmdura h the responsibility 2 Impacts sheathingostep as plywood airedsheating e s and/or drywaN(SC). S ^ u eR`' eponabnnr or the building designer. 3.za bridging or literal bracing required where show)+, �'1 (� SEQ.: K213 3 0 6 0 4.No bad should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are compete and et no time should any loads greater than 5.Debts assumes Musses are to be used Ina non-corrosive environment, TRANS ID: LINK design leads be applied to any component. and are for"dry condition"of use. 5.CompaTrus has no control over and assumes no responabiiny for the 6.Design aaeumes NN bearing at all supports Mown.Shim or wedge If EXPIRES:06130/2017 fabrication,handling,shipment and installation of components. ry. 7.Pates aoumehadequate dboth is provided. July 5,2016 8.This design b furnished subject to the limitations sat forth by e.Plates.hest be located on both feces of Imes,and pieced so melt inter TPpWtCA In SCSI,copies of which will be furnished upon request. lines coincide v4th joint center tins. MITek USA,Inc./Cam uTrus Software 7.6.71L E 10.Fe,bDigitId,connector pplodmign values P ( )- .Dor beat cafe We plate design in values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. IC: 2x9 KDDE #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. POND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 209 KDDF #1&BTR 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 PSF Wind: 190 mph, h=29.9ft, TCDL=6.0,BC DL=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), --- LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, NOTE: 2x9 BRACING AT 24"OC UON. FOR End vertical(s) areexposed to wind, 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. 0ote:Truss design requires continuous M-1.5x4 or equal at non—structural bearing wall for entire span UON. vertical members (uon). 2-10-03 6-07-10 11-05-03 T f T T 2-08-03 6-11-11 5-05-13 5-09-05 T T T T 1' 12 12 9.00 7 'C19.00 M-4x6 M-7x8 r M-3x91 111111114 f M-3x6 '�dllIllIllIlloot Je'0 IAr 0 cnI . M-7x8 N II —_�� o 6M-3x10 0.25"8 M-3x6 ID IIM-4x4 M-3x5 M-5x6(S) y 2-06-07 y 7-04-15 y 5-05-13 y 5-05-13 ��c.,..:( . ' . G I EF-�'�p y 20-11 ct`�' 870 2PE 2�'c" • JOB NAME : RT ENGLISH STEP 5 PLEX — P1BFW Scale: 0.2053 '^ ^/ WARNINGS: GENERAL NOTES, unties otherwise noted: v,� 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is Weed only upon the parameters shown end h for an Individual -y Aj, OR EG o � <v Truss: P 1 B FW and Wamings before construction commence.. building component.Applkabillly of design parameters and proper 2.20 compression web bracing must be Installed where shown.. Incorponibn of component is the responsibility of the building designer. �j-� �M�E R 1N �y 3.Additional temporary hoeing to Insure debility during construction 2.Design assumes me top end bottom dards to be laterally braced at 1.O �A` by Is the rosponsibllty et Me erecter.Additional permanent bracing of 2'continuous sheaMingrea es ptywoed eheaMing(TC)radar tlrywaA lengtheepedNely unless braced throughout their 0 t� `_ DATE: 7/1/2016 Me overall structure Is the responsibility of Me building dee:gner. 3.21mpect bdtlging or lateral btadng required where chovm+• A. I�ER SEQ.: K2 13 3 0 61 1.No load should be applied to any component until alter all bracing and 5.I t gallon of truss is the area o baba ily of aed inthe a non-corrosive orme contractor. oenvironment, aor.. fasteners are complete and at no time should any loads greater than and an nor one."dry basses to b. TRANS I D: LINK design loads be applied to any component. 8. are swum..NI besting et ail supports shown.Shim or wedge If 5.CampnTrua has no control over and assumes no responsibility for the necowery. EXPIRES:06/30/2017 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage le provided. July 5 20 6 e.'MN design a furnished object to the limitations sat forth by H.Pates shag be located on both faces of truss,and placed so their center TPI/WVTCA In SCSI,copies of which MA be furnished upon request. ghee coincide v.1h Joint center linea. 9.DWts Indicate Mx of pate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(10-E 1o.For baste connector pate design velums we ESR-1711,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KEEP #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KEEP 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=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural Truss designed forwind 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 1OPSF 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 (77 M-1.5x3 9 3 Alill odO O O m O f C O 5 M-3x4 M-1.5x3 1-00 3-06 0-03 �� PROFESS k,�\� �NGINEFR /02 e- 870 2PE , 9r JOB NAME : RT ENGLISH STEP 5 PLEX — P1CFW Scale: 0.5996 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.4 / 14" I.Builder and erection contractor should be advised Mal General Notes 1.This design Is based only upon the parameters shown and Is for an individual -y '0), OR EG O d14�JN Truss: P l C FW and Warnings before construction commences. building component.Applicability of design parameters and proper ,,(� 2.2s4 compression web bracing must be Metalled where shorn.. Incorporation of component la the raepansibNNy of the building designer. r Sj�A[� .�� .y 3.Additional temporary bracing to Insure stability during conetmctlon 2 Design assumes the lop and bottom chorda to los laterally braced at I'Q Is the rosponsiMlty of the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 7/1/2016 the overly structure i°the rectonsiblly of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OS A. H C�� g 3.2s Impact bridging or lateral bracing required where shown•i a• 11 L SEQ.: K2 13 3 0 6 2 4.No had should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the reapedhe contractor. fasteners are complete end at no ante should any loads greeter than 8.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design thea be applied to any component. and are for"dry condyle of use. 5.CompuTrue hes no control over and assumes no responsibility for the B.Design assumes Ng bearing at°'auppegs shwa,Shim or Wedge If EXPIRES:06/30/2017 ^°cees°ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage le provided. July 5,20.l 1 6 8.This design le furnished subject to the limitations sat forth by 8.plates shall be located on both faces of hues,and placed so their center TPBWTCA In BCSI,copies of shkh will be furnished upon request. Ines coincide with joint center lines. B.Digits indicate Pa of plate in inches. MITek USA,Inc./CompuTrua Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ES12-t8135(MITek) This design prepared from computer input by SII Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-23) 297 9- 3=(0) 143 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2- 3=(-436) 96 9-10=(-27) 287 6-10=(0) 143 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10- 7=(-23) 297 LOADING 3- 6=(-287) 95 TC LATERAL SUPPORT <= 12"OC. UON. 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 PSF 6- 7=(-436) 96 TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 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 LOND 2• Design checked for net(-7 paf) uplift at 24 "oc spacing. I considered for this design. 2-07-11 2-10-10 2-07-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f f I ,( 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 2-10-10 0-06 2-09-11 MAX LL DEFL= -0.013" @ 5'- 10.0" Allowed= 0.242" 1' - ,r ,r ,r ,f --- - - - ,( 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" 2-09 2-09 ` ` I '1 'I 1 MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 9.00 P7 N 9.00 Design conforms to main windforce-resisting M-9x6, M-9x6 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor=l.6, ti y� End vertical(s) are exposed to wind, �l Truss designed for wind loads Adig - in the plane of the truss only. N O 1.1 I 9-05 11 Truss designed as a Piggyback. Structural truss is below. 0 Al m �� 2x4 stripping required at 24"oc where continuous bearing is shown. Join to bottom section of truss with 2-16d nails and top �� 9 10 �� section with 2=16d toenailed to stripping. Stripping spaced at M-3x4 M-3x5 M-3x5 M-3x9 2'-0" oc maximum. Connections are for vertical gravity loads only. b .1. 1 )- 2-07-15 9-02-03 2-07-15 o-02-03 8-02 0-02-03 �,, ,t, G N- S,p 2 4C� 87022PE 9c' JOB NAME: RT ENGLISH STEP 5 PLEX - P2CAP � cn� ,� Scale: 0.4858 �, • , OREGON ryc 4<v ~NINO& GENERAL NOTES, unless otherMse noted: 1.Balder and erection contndor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an individual ��O 1A 4� �1 �� Truss: P2CAP and Warhngs before construction commences. building component.Applicability of design parameters and proper 1 2.2e4 compression web bradng must be instaged where shown«. Incorporation of component I.the roaponsiblly of the building de igner. S 3.Additional temporary bracing to Insure debility during construction 2 Design assumes the lop end bottom dards to be laterally braced at �S ry i. N E: h the roeponstbgtty of the erector.AddAbnst permanent brewing of T pets and el tO ob.respectively unless braced throughout their length by ` continuous sheathing such as plywoodng(TC)and/or drywaA(BC). DATE: 7/5/2016 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required Where shown«« SEQ.: K213 3 0 6 3 4.No bed should be applied to any component until atter all bracing and 4.Instelltkn of truce L the responsibility of the respeONe contractor. fasten.d era complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, and are for•dry eandhmn.of use. EXPIRES:06/30/2017 TRANS I D: LINK design foods be applied to any component. V Design assumes Ad bearing et al support.shown.shim or wedge if 5.Cantina.has no control over and assumes no responsibility for the .....y. July 5,2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided, B.This dellen is Belched abject to the Amlletions set forth by B.Plates ahal be located on both faces of tons.and placed ss their center TPVWTCA in BCOI.copies of which MMB be furnished upon request. lines coincide with OM center lines. 9.Digits indicate sin ptInches. MiTek USA Inc./Com uTrus Software 7.6.7(1L}E to.For baskconnector plate design values sa ESR-1311,ES6-1888(MITA) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 2x4 DF 2400F Ti, T5 SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #1&BTR WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 Pse system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. DL OH BOTTOM CHORD = 10.0 PIE Wind: 140 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, MWFRS(Di r), _ _ load duration factor=1.6, LL = 25 POP Ground Snow (Pg) End vertical s expose NOTE: 2x4 BRACING AT 24"OC UON. FOR ( ) are d to wind, 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. BOTTOMCHORDCHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. note:Truss design requires continuous bearing wall for entire span UON. M-1.5x4 or equal at non—structural vertical members (uon). 15-04-11 6-02-10 15-04-11 1 4 4 4 7-11-04 7-03-07 6-06-11 7-03-07 7-11-04 1 4 T T 1 1 12 12 M-4x6 M-6x6 9.00 4 9.00 L.1 M18HS-5x16(S) M18HS-5x16(5) 0.25" 0.25" e s SissiN X. '. 0 2 .4," ,—: fl wow vim -11 o ii M-195x3 M--x8 M-x6 M-1125x3 . 1 0 M-4x6 M-3x5(S) M-4x6 1 l , J. . •1 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 J. y l 17-00 l 20-00 y 04 �\�''S GP EFC s,0 1-00 37-00 1-00 �� 87022P1 �9r JOB NAME : RT ENGLISH STEP 5 PLEX - P2FW Scale: 0.1911 '. 5. - ' ^ WARNINGS: GENERAL NOTES, uNess otherwise noted: Truss: P2FW iNi 1.Builder and erection conndor should be advised of all General Notes 1.This design I.bawd only upon the parameters shown end Is for an Indvidu.l ' t �•OG OR G O N tiQ C(/ and Warnings before construction commeneas. building component.Applicability of design parameters and proper ',1/ O 2.2x4 compression web bracing must be hatsl ed where shown«. incorporation of component Is the rospontlbggy of the ng designer. �^ "° � �� 3.Additional temporary Waning to Insure stability during construction 2.Design eswmee the top and bottom chords to be laterally bread et (• A Ie the reaponstbiey of the erector.Additional permanent bracing of 2 titin a,,nd at l Co'o.c.respectively ret,a.punless braced throughout their length by O a 1 DATE: 7/1/2016 the overall structure la the responsibility continuous sheathing each as plywood cored where (TC)Ownandfora dryweA(BC). S ^. u(^_1/.°( .' epansibllry of the building designer. 3.2a Impact bridging or lateral bracing required where shown«« �1 i[.. SEQ.: 213 3 0 6 4 4.No sad should be applied to any component until elle,all bracing and 4.Installation of truss la the responsibility of the respeuNe contractor. fasienen are complete and at no time should any bad.greater than 5.Design.seumes busses are to be used in.non<orroene environment, TRANS ID: LINK design bads be applied to any component. and.r.for^ery condnbn"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing al sip supports shown.Shim or wedge If EXPIRES: 06/30/2017 necesfabrication.handling,shipment end installation of components. 7.Design adequate drainage la provided. July 5,2016 a.This design is fumiahed subject to the limitations wt forth by S.Plates shag be seated on both faces of truss,and placed so their center TPIWICA In SCSI,copies of which will be furnished upon request. Ines coincide vitt joint center lines. uTrus Software 7.6.7 1L E 9.Digits Indicate alze of plate in inches. MITek USA,Inc./Cam P ( )- t0.For bass connector plate design values see ESR-1311.ESR-198e(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 290 9-17=1-124) 1334 BC: 2x6 KDDF #16BTR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 184 WEBS: 2x9 ROOF STAND LOADING 3- 4=1-3926) 602 13-14=(-224) 3096 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=1-3750) 658 14-15=(-292) 3528 4-14=1 -474) 278 TC LATERAL SUPPORT <= 12"OC. CON. 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. CON. 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=1-1442) 328 BC UNIF LL( 89.6)+DL( 91.7)- 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=1-4956) 880 17-10=(-740) 5576 6-15=1 -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=1-6094) 1008 15- 7=( -482) 2798 ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=1-7248) 1098 15- 8=(-3380) 730 10-11=1 0) 70 8-16=( -684) 3666 r 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 reads staggered: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(s) throughout 2x9 top chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 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" 000 HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed= 1.804" LOAD(S) EQUALLY 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 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting .c 1 T 1 'f T f 1 cc 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 6 ' 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4t - ty load duration factor-1.6, M-3x4 M-4x6 End vertical(s) ace exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 + +1 M-3x4 / 0 0 "N $0, 00°2°- 1vat 10.25;' 1 M-1.5x3 M-3x8 r 0 i M-3x5 M-1.5x3 M-3x4 0.25" oM-6x8 0 '\,„c0 P R OA-e, M-7x8(5) M-7x8(S) \cQ tGNGINEF�4 /0 ) l ) l l 2812# y y �C? 2 J, y 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 l l '• 8 702 2 P E 9r` 1-00 37-00 1-00 JOB NAME : RT ENGLISH STEP 5 PLEX - P2GIRD cn ,� N Scale: 0,1911 "" ?' OREG N elm O1U WARNINGS: GENERAL NOIEb, unless otherwise noted: ,,(� I.Bufder and erection comredor should be advised of eA General Notes 1.This design Is based only upon the parameters shown and Is for an Indtvbuel r^ �A=� �� Truss: P2GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper (.,O '/I 2.2x4 compression web bredng must be Installed where shown+, Incorporation of component Is the,eaponsibiny of the building designer. ^ _\ 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom*horde b be laterally braced et �• �j HEY,E , Is the responstbilty of the erector.Additional permanent bracing or continuousssheethinpsuch reepe as ply unless braced throughout mein length). A. r'G" DATE: 7/5/2016 the overall structure is the responsibility or the building designer. plywood required a where)angor ayweN(BC>. Y g 3.2x Impact bridging or lateral bracing requked when shown++ SEQ.: K213 3 0 6 5 4.No load should be applied to any component until after all biasing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time Mould mum.any bads greater than 5.Design mum. are to be used In a non-corrosive environment, EXPIRES:06/30/2017 TRANS I D: LINK design Wads be applied to any component. end are ler"dry condition'of use. 5.CempuTrus has no control over and assumes no responsibility far the 6.Design assumes NI bearing at all aupporie Mown.Shim or wedge If July 5,2016 wa, fabrication.handling,shipment and Installation or components. 7.DeRates assumes aded on bath drainage is prtruss, and This design Is furnished subject to the Ilmdalbm set forth by S.Plates shell be bated on bolo faces of imae, placed so their center TP WVTCA in RCS).copies of which wig be furnished upon request. Nnes coincide with)hint Amer lines. .Digits scicoereflat In inches. MiTek USA,lac./Com uTrus Software 7.6.7(1L)-E 1S Ps,basic connector plate design oak sa see ESR-1311,ESR-1968(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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 #15BTR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 184 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) 534 15-16=(-522) 4702 5-14=( -350) 2082 BC LATERAL SUPPORT 0= 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 J� 10-11=( 0) 70 8-16=( -684) 3666 ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1094) 260 Attach 2 ply with 3"x.131 DIA GUN LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. staggered: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA W nails9" oc in 1 row(s) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M 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) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. *** HANGER TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed= 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed= 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting or or f T '1' '1' f '1' or system and components and cladding criteria. 12Wind: 140 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5x6 M-3x4 M-5x6 9.00 12 P 6 ' 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '! load duration factor=1.6, 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 // +1 M-3x4 iNN /I / 0 1N9 0.25; 1 I M-3x5 M-1.5x3 M-3x4 b.25" M-6x8 M-1.5x3 M-3x8 ti�`V° PR°Fsoo sM-7x8(5) M-7x8(5) � Gluten / � . O ,, y 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 ,, ,, 87022 P E r 1-00 37-00 1-00 / / JOB NAME : RT ENGLISH STEP 5 PLEX - P3GIRD .(� Scale: 0.1411 ``+c>, OR EGO 'VO <U� WARNINGS: GENERAL NOTES, untaea otherwise noted. Truss: P 3 G I RD Builder and erodbn oo dndor should be advised cr 51 General Nates This design Is based only upon the perometero shown and Is Bose lndNbwl 10 d 'fl 11 e. and Warnings before conarudlon commences. building component.Applicability of design wrameters end proper 2.204<ompreselon web bracing mud M installed where shown+. incorporation of component Is IM raepondbl8y of the building designer. O^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be lateraIN braced al J• ^ s'� Is me roeeonstblNN of IM credo,.Additional permanent brewing of centInT op.and at 10 n.c,rsunS es ery unless braced throughout their length by V :\:::::' le. DATE: 7/5/2016 the overall structure is the respondbillty of the building designer. 20Inp oue sheathing or suer as plywood requiredsheaths,..own) •r dryvnN(BC). g 3.ie Impact bridging or the responsibility s bracing where shown++ SEQ. K2133066 4.fa bad should Mae pplied toono component until agerall bracing end 4.Design lenofbussIses roe to be used Itheresoedoe contractor. .d.lie adebsa peadto dnagpsnent .nvb.d.gromerman 5.Deandgna 'drycondae.aofuse. ealnan<n�<n<wa.n loomed, EXPIRES:06/30/2017 TRANS ID: LINK design Pada be applNd m tiny component. and are for"dry<ondNlon^orae.. Me no control over antl assumes no reapondbifty for the 8.Design assumes NN bearing at a1 suppods shown.Shim or wedge if 5.CompuTrus fabrication,handling.shipment and mdeMD tlan of components. e Be"' July 5,21) 6 7. esisign mimes adequate drainage is provided. en 8.This dedgn is furnished sub)ed to the limitations set forth by 8.plates shall be iodated on both hces of Wee,end pieced so their center TPIWICA in BOSI,copies of which nil be furnished upon request. lines coincide with joint center linea Wel,USA Inc./Com uTrus Software 7.6.7 1 L E a.Digits Indicate size of plate In inches. P ( 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-406) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. 2- 3=( -407) 284 9-10=( -97) 630 2- 9=( -297) 1099 WEBS: 2x9 KDDF STAND; 3- 9=( -309) 253 10-11=(-169) 1045 3- 9=( -91) 130 2x9 DF STAND A; LOADING 9- 5=( -675) 307 11- 7=(-167) 1047 9- 4=( -771) 290 2x9 KDDF 416BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1476) 275 10- 5=( -68) 255 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIF 10- 6=( -503) 249 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ 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/ 212H 5.50" 1.89 KDDF ( 625) hanger specs. pp P LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 3.2" -178/ 1149V 0/ OH 5.50" 1.83 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 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 = 0.039" @ 11'- 7.5" Allowed = 0.812" �2 03-09 9-06 13-06 MAX TL CREEP DEFL = -0.072" @ 11'- 7.5" Allowed = 1.218" 1' T 'C' '' MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 1-09-12 4-09 4-09 6-06-09 6-11-07 MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" T 1' 1' T T 1' 12 12 Design conforms to main windforce-resisting 9.00 P7 '''c 9.00 system and components and cladding criteria. M-5x6 M-3x4 M-5x6 3 4 5 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4aMIIIIIII aC (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3X4 End vertical(s) are exposed to wind, 2 Truss designed for wind loads f- 1 in the plane of the truss only. i p1000.M-3x9 N ti 1 co - ee 8* 9 10 11 **7 0 M-1.5x3 0.25" M-1.5x3 M-3x4 1 M-3x8 M-sxa(s) cr\Op PROF 2-05 9-02-08 1 6-10-01 y 6-09-11 <0 ",‘GINE-E.6..,� svo 25-03-04 -P L" 8702PE � 1- JOB NAME : RT ENGLISH STEP 5 PLEX - P4 Scale: 0.2060 V +J� ,^ CV WARNINGS: GENERAL NOTES, unless otherwise noted: `".T CIC\ f t i.Balder and erection contractor should be advised of all General Notes 1.Thi.design is based only upon the parameters shown and 1s for an Individual y *<''). OR EG O n 4�./ Truss: P4 and Warntnga before contraction commences. building component.Applicability of design parameters and proper ` 2.Za4 compression web bradng must be Installed where shown v. Incorporetbn of component Is the responsibility of the bullring designer. �jr �/''J8 ER ,' 4.i 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bodom chords to be laterally braced al or) I' Is the roWonsibif the erector.Addgbnal M bracing of 2 Dees end et 10'o.c.r.055..sly unless braced throughout Ihelr length by S Ry• pemu n. wntmuous sheathing ooh as*wood )anmor drywel(BC). v A. lie DATE: 7/1/2016 the overall structure N the responsibility of the building designer. 3.2x Impart bridging or lateral bracing required where Mown v• SEQ.: K2133067 4.Noload should beapplied toany component until alter all bracing and 4.atalationofti isthe spaniebullitysed m.respective ve contractor. Withers are complete and at no time should any bads greater than and are assumes or My trusses are to be b. TRANS I D: LINK sedan beds be app led m any component. 8.Design assumes NI bearing at all supports shown.Shim or wedge If S.CompuTrus Ms no control over and assumes no responsibility for the u.>ery. EXPIRES:06/30/2017 fabrication.handling,shipment and Installation of components. 7.Design aaaumea adequate drainage is prodded. July 5r2O16 8.This design h furnished subject to the limitations set forth by 8.Plelee shag fame boated on bath fae of Sc..,and placed w their center TPLWtCA In BCSI,copies of which will be furnished upon request. line coincide with Joint center line. 9.Digits Indicate sire of piste in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"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=25.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End sial(s) areexposed to wind, M-1.5x4 or equal at non—structural Trusss designed for wind loads Vertical members (won). RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BENIAL 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. 13-09 9-06 13-09 T T 4 4 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 '1 4 I T ,r I I 12 12 M-5x6 M-3x4 M-5x6 9.00 7 4 5 6 Q 9.00 / F M-3x6 +0 +`/ •+ +B t +, o / O ak /KO o- -1- wt- o- ^`fi 1 9 0o.2s" o.2snl1 12 o M-1.5x3 M-1.5x3 o M-4x6 M-5x8(S) M-5x8(S) M-4x6 y y y y y ED P RF 7-00-11 6-10-01 9-02-08 6-10-01 QG (S �� E� / o1, y © 2,„37-00 `87022PE < / JOB NAME : RT ENGLISH STEP 5 PLEX - P5FW Scale: 0.2324 N ,tee WARNINGS: GENERAL NOTES, unless otherwise noted: G e CA Truss: P5FW 1.Builder and erection contrador should be advised of at General Notes 1.This design is basad only upon the parameters shown and Is for an individual 7 ), OR E G O cls QN ' and Warnings before construction commences. building component.Applicability of design parameters and proper 1.2x4 compression web bracing mug be instated where shown+, incorporation of component Is the rosponsiblllly of the building designer. �i�I. ,k 3.Addkbnal temporary bracing to Insure stability during construction 2.Design and sl i P the top and bottom chose to be laterally t et O�".7SER �(� Is the responsibility of the erector.Additional permanent bracing of T o.c.and at t G ex.respectively unless braced throughout their length by `_ continuous sheathing tach as plywood sheathing(TC)and/or drywel(BC). I�. H t'R DATE: 7/1/2016 me overall structure is the responsibility of me building designer. 3.24 impel bridging or lateral bracing required where shown++ A. G- S EQ.: K213 3 0 6 8 4,Ne bed should be applied to any component rind'after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastener are complete end at no time should any beds greeter than 5.Design assumes trusses are to be used in a non-corrosive environment. end ere for"dry condition"of use. TRANS ID: LINK gegen beds be applied to any component. B.Design assumes NIbearngatalsuppedsshown.Shen orwedge it EXPIRES:06130!2017 5.CompuTlus hes no control over andassumes no responsibility for til necessary. p fabrication,handling,shipment and inetalletb5 n of components. 7.Design assumes adequate drainage is provided. July ,2016 B.This design Is furnished subject to the limitations set forth by B.Plates shah be located on both laces of truss,end placed so their ante! TPIM/ICA in 5101.copies of which wit be fumlehed upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1L E O Digits indicate sizer of plate in inches.gvalues P ( 7.Dor being connector plate design velues see ESR-1317,ESR-I988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 704 6-3=(0) 177 BC: 2x4 KDDF 910BTR SPACED 29.0" 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 = 95.0 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" -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 of equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ['OND. 2: lesion checked for net(-7 nsf) uelift at 24."oc soacins. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 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= 0.099" f f / MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed= 0.067" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed= 0.295" 4-09 4-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed= 0.993" MAX HORIZ. LL DEFL = 0.006" 0 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" 9.00 1:77 7q Q 9.00 34.0" viih. ICOND. 3: 150.00 PLF SEISMIC LOAD. I MIDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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. 'I ■ ', Truss distinct eq a Pedgat 24". Structural truss is below. 2x4 stripping requited at 24"oc where continuous bearing is shown. Join to bottom section of truss with 2-16d nails and top � action with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical gravity loads only. M-3x4 M-1.5x3 M-3x4 y l l 4-09 4-09 r 0-02-03 8-02 0-02-03 �'`C�NC71 N `ss/O R 2 Zia ,e 87022PE 9r JOB NAME: RT ENGLISH STEP 5 PLEX - P5FWCAP Scale: 0.9858 y� 'v WARNINGS: GENERAL NOTES, unless othen eenoted: Aj, OREGO �� k/ 1.Builder and erection contredor ahold be advised of al General Notes 1.This design Is based only upon the parameters shown and Is bran Individual 'SSC, tS 4 9 E R 1' P' Truss: PSFWCAP and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown e. incorporation of component b the reaponeblay of the building designer. ‘.4.,C1 3.Additional temporary bracing to Insure ehbllly during con.Wctlon 2.Design assumes ms lop and bottom chords to be laterally brood at ^ L,j t!'i Is the responsibility of Gro erecfor.AdtllbnM m bracing of 2'nets and at 10'gets reach a,respectively unless braced throughout their length by ^. H L permane continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). DATE: 7/5/2016 the overallmuoture Is the responsibility of the budding designer. 3.2x Mind bridging or Mena bracing required where Mom++ S E 4.Ne bed should be applied to any component until afte ro .,all bracing and 4.Installation of truss la theponelbely of the respective contractor. 4 K213 3 0 6 9 fastener.are complete and at no time Mould any leads greater than 5.Deagn assumes trusses are to be used in a nen.<ene.Ne environment, EXPIRES: 06/30/2017 TRANS ID: LINK design loads be applied to any component. end aro for"dry condition.of use. 5.CompuTrusMsnocontrolover end&mumsnofesponsiblldyfor me 8.D&lanefrmaaNlbeatingHapsuppoMMawn.Shme,xetlgsll Jul 5,2016 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage b provided. Y L I 8.This design is furnished aided to the Ibt&tions&t forth by S.Plates shall be located en beth faces of truss,and placed.e their center TPIWTCA in SCSI,copies of which we be furnished upon request. Ines coincide with Joint center line. 9.Digit.indicate Mrit of plate in inches. MITek USA,IRC./CompUTrus Software 7.6.7(1L(-E 10.Forbade connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND ��, LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 140 mph, h=26.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End s designed for are exposed to wind, M-1.5x4 or equal at non-structural Truss esi nasi for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1IPSF 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 7-00-04 6-08-12 4-09 4-09 6-08-12 7-00-04 T T T T T T T 12 12 9.00 M-5x6 M-3x4 M-5x6 17 4 5 6 N9.00 M-3x6 M-3x6 1000(400/ , \ O +e \\ + -I1 7 M-4x8 M-7x8 2 o / \\ 0 i o N , ,� hM DT] Me ` -4.4V 9 0 M-ix8 M-Yx8 M-3x5(S) M-ix8 MlixB 14 M-5x6 M-5x6 l 1 ,• ,• , l 6-08-12 7-02 9-02-08 7-02 6-08-12 VD PR k 17-00 k 20-00 k c�<�"�NG N�F�ru.n J• l y r� �' �R 421,1-00 37-00 �L 870 2PE r 9� JOB NAME : RT ENGLISH STEP 5 PLEX — P5FWRH Scale: 0.1922 '^ WARNINGS: GENERAL NOTES, unless othenNsenoted: 1:. Nil 7 14-. /�� Truss: P rJ FWRA 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 7 -0,, OR EG O 15 ,14.t and Warnings before construction commences. building component.Applkeblllty of design paremetere and proper 2.254 compression web bracing must be Installed where shown 5. Incorporation of component is the responsibility of the building designer. ^ �A- ' ' 3.Additional temparery bndng to insure Mobility during construction 2.Design assumes the top end bottom chords to be leterelly braced et `' 8 lathe roeponelbilty of the erector.Addlbnal permanent bracing of T o.c.and Sr 10'a.c.respectively unless bncetl throughout melt length by 4-.4.0 ` _ DATE: 7/1/2016 the overall structure N the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). /1. L,j(^ +� .ponsiblity of the Wilding designer. 3,rax Impact bodging or Nteral bracing required vmere shown v s e1 r7 L� SEQ.: K2 13 3 0 7 0 4.No road should be applied to any component until after all bracing and 4.Installation Ohms la the responsibility GUN respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bade be applied to any component. and are for"dry condition"muse, 5.CampuTnnhas o control over and assumes no responsibility for the B.DeslgnaseumeaNlbeanngatalwpponsshawn.5hlmorwedge:r EXPIRES:06/30/2017 fabrication,handling,shipment end Installation of components. necessary.gn assumes Oesaded on eotoo.lspresls,d.an July5,2016 e.This design is Nmiahatl subject to the limitations set forth by 9.Plates shall be loafed on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which w41 be furnished upon request. Ines cnlndde v th joint center lines. uTrus Software 7.6.6 1 L E 9.Digits Indicate sire of plate In Inches. MITek USA,Inc./Com P ( )- 10.For beak connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x9 KDDF 51&BTR SPACED 29.0" 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 9- 5=(-1326) 418 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 939 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" B- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE 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/ 17B5V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) I=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 = -0.095" @ 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 system and components and cladding criteria. 12 M-$X6 M-3X9 M-5x6 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 17 q 5 6 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 . load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ZM-3x4 M-3x9 + O o Alf All '' 7P I10.25" 0.25"2 M-115x3 M-3x5 o Pp M-3x5 M-1.5x3 o g� rll M-5x8(5) M-5x8(5) �CIsi0 0,t-R„, l 1 l 1 ' l �Gj` NUIINE�c VV/O 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 1 1 C9 �Ci /j, 1-00 37-00 1-00 �� 87022P; 9v JOB NAME : RT ENGLISH STEP 5 PLEX - P6 Scale: 0.1661 • 1 R/ WARNINGS: GENERAL NOTES, Mess otheraee noted: -p ``. //�� 1.Builder end erection contractor should be advised of all General Nates I.This design b based only upon the parameters shown and la far an IndNldual J ° OR G O N CLO 0�// Truss: P6 and Wamings before construction commences. building component.Applicability of design parameters end proper t,gp 4. 2.204 compression Web bracing must be installed where shown+. Incorporation of component h the reaponsibil ty of the building designer. /� F"'O 4I` , 3.Addtibnel temporary bracing to Insure stability during construction 2 Design assumes Ms top and bottom chords to De laterally braced at 4..O C7 Ir�T Is the respenaibSty of the erector.AddSbnel permanent bracing of r o.c.and at to o.e.r•apedlvety unless bread throughout their length by C1 DATE: 7/1/2016 u,a cranes structure tome reaiMRy ofme building continuous eheelhlenng such as pywoad eheelhing(e a and/or tlrywaA(BC). V 21' t..l�� sporeg designer. 3.20 Impact Mdging or lateral bracing required where shown++ �1 f� S E K213 3 0 71 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responelblity of the respedNe contractor. 4'' fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used Ina noncorrosNe environment, design beds be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design necess�wmea NA bearing at all supports shown.Shim or wedge If EXPIRES:06/30/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 5r2O16 8.This design Is furnished sub)ed to the limitations ndtations set forth by 8.Plates be located on both faces of buss,and pieced so their center TRIM/ICA In SCSI,copies of which will be fumlahed upon request. Ines coincide with Iolnt center linea. S.Diggs indicate aids of pieta in Inches. , MITek USA Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask a• connector plate design values •ESR-1311,ESR-1088(MlUek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-391) 70 6-4=(-17) 195 WEBS: 2x9 ROOF STAND 3-4=(-341) 70 LOADING 9-5=( -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. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 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 ICONO 2• D < h k d f tf-7 f1 lift t 29 a 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= 0.099" 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= 0.099" f f 1MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed= 0.067" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed= 0.295" 4-09 4-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed= 0.993" MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" 1M-9x4 9.00 F779.00 34.0" 4A►411IL 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=l.6,e End vertical(s) a exposed to wind, Truss designed forwind 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 i 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. M-3x4 M-1.5x3 M-3x4 J. l 1 4-09 4-09 0-2-03 8-02 0-2-03 c ' '�NGINEFe`rS/l� R 2 4- 870 2 PE / vv JOB NAME: RT ENGLISH STEP 5 PLEX - PCAP ) , � Scale: 0.9858 Y .oTC OREGON ti,4s;. WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: PCAP 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �� u{9 �� and Warnings before consbudbn commences. building component.Applicabllky of design parameters and proper .V/ ER 2.2x4 compression xeb bradng mud be Installed where shown t. Incorporation of component h the responsibility of the building designer. �w\ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at /� Ice the responsibility of the areolar.Additional permanent bracing of Y o.c.and at/0'c.c.respectively unless braced throughout their length by /1, DATE: 7/5/2016 the overall structure Is the responsibility of the designer. continuous sheathing or such l b acinplywg re idr sheathing(TC)a umnand/cr crywaN(BC). building 3.In Impact bridging orblaresbredngrequiredwahareshown++ SEQ.: 0'313 3 0 7 2 4.Ne load should be applied to any oomponem until after all bradng and 4.Instailatbn of truss Is the responsibility of Me respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assume"trusses are to be used in a non-cerroNve environment EXPIRES:06/30/2017 TRANS ID: LINK design pbe loads applied component.d to any component. end are for"dry condition"of use. 8.Design a 5.Com WTrus has no control over and assumes no responsibility for theassumesll bearing at all supports shown.Shim or wedge if July 5,2016 emery. tabrkatlon,handling,shipment and Wtelbtion of components. 7.Elation assumes adequate drainage ielded. 8.This design is lumbered subject to the limitations sal forth by 8.Elates shat located on bothth laces Wes,of tons,antl placed so their cellar TPIANTCA In SCSI,copies of NNW:oIl be furnished upon request. lines coincide with joint center lines. MITek USA Inc./Com uTrus Software 7.6.7 1 L E 9.Digits indicate size of plats in Inches, P ( )- t0.For basic connector plate design values see ES16:1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=7 0) 71 2-10=(-270) 1803 10- 3=7 0) 279 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2317) 902 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x9 KEN' STAND 3- 4=(-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 LOADING 4- 5=(-1326) 418 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 939 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=7 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BEG 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) IC 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" @ 3B'- 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 ,� ,r 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 Q 9.00 (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. Zo M-3x4 7 + 0 0 1 MYf A71 $a11 � � 12 13 B o IM-3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 1 o M-5x8(S) M-5x8(S) 0 "`�,Q`ED PROFet,S ,, y 7-00-11 l 6-10-01 y 9-02-08 1 6-10-01 y 7-00-11 , k ,,C...? ..-'19 0.4G NEL- /�29 1-00 37-00 1=00 87022PE �" JOB NAME : RT ENGLISH STEP 5 PLEX - PHIP Scale: 0.1661 N� s WARNINGS: GENERAL NOTES, uMess othrtwlse noted: tl 1.Balder and erection contrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is far an individual 7 •^0x OREGON eta fit/ Truss: PHIP and warnings before eonsbudin commences. building component.Applicability of design parameters and proper 2.1x4 compression web bracing mug be Installed where shown v. Incorporation of component P la the responsibility of the building designer. �O ��gEs .`\ +Ni 3.Additional temporary bracing to Insure stability during construction Z.Design assumes me top and bottom dross to be laterally braced at l.O la the responsibility of the erector.Additional permanent bracing o/ 2'o.c.and at 10 o.e.respectively unless braced throughout their length by C1 DATE: 7/1/2016 the overall structure lathe responsibility oldie building de conlltmoua sheathing such es plywood Meething(TC)and/or drywal(BC). V N.,�� signer. 3.2x Impact bridging or lateral bracing required where shown.+ r' SEQ.: K2133073 4.No load should be applied to any component until after ell bracing and 4.Installation namessM the responsibility Nostyo Ire�esn active.nract°,environM. fasteners are comptele and at no time should any roads greater than and ere awedor*dry condition"of tob. TRANS I D: LINK design bade be applied M any component g.Design assumes til bearing et aid support Mown.Shim or wedge I! 5.ComWTrushas nocontrol over andassumesnoresponsibility for the „,ry, .N EXPIRES: 06/30/2017 fabrication,handling,shipment and Installation of components. 7,Deal" sesame.adequate drainage I.provided. July 5,2016 5.This design is furnished.ub)ed to the limitations set forth by e.Plates shall be Matted on both feces of truss,end placed so their center TPI!WTCA in SCSI.copies of which will be furnished upon request. tines coincide with Joint center lines. 9.Digits hdleate size of plate In inches. MITek USA,Inc./COmpuTrus Software 7.6.7(1L)-E 10.For babe connector plate design values see ESR-1311,ESR-19813(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 TO: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2-10=(-72) 321 10- 3=(-18) 138 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-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"OC. 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 PEE 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 KDDF ( 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 ICOND 2: D h k d f t t-7 f) 1'ft t 24 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" ff 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" 1' 1' 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 Q 9.00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" M-4x6 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. M=3X5 Wind: 140 mph, h=20.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �� 1 4� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. II_ Truss designed as a Piggyback. Structural truss is below. 2x4 stripping required at 24"oc where continuous bearing is AK MI, shown. Join to bottom section of truss with 2-16d nails and top MI ME m m section with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical gravity loads only. Ilee 10 li 12 ��: M-3x4 M-3x5 M-3x5 M-3x5 M-3x4 , 1 1 1 , 2-07-15 2-01-01 2-01-01 2-07-15 e 0-02-03 8-02 0=02-03 . GI N U.0 R �. 87022PE 7..... JOB NAME : RT ENGLISH STEP 5 PLEX - PHIPCAP Scale: 0.4858 lg.. TryN WARNINGS: GENERAL NOTES, unkseotMmisenoted, 13, A OREGO v el Truss: PHIPCAP 1.Builder and erection conlrador should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual 1) ��g ,\ P� and Warnings before eonshudron commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown*. Incorponlbn of component le the responsibility of the building designer. ^ �w\ 3.Additional temporary busing to Incurs stability tludrp construction 2.Design assumes the top and bottom chords to be laterally braced al J• /� s'' is the responsibility of the erector.Additional permanent tcebng of Y o.c.and al 10'c.c.reach..plywood unless braced throughout their length by /1• E DATE: 7/5/2016 the overall structure le the responsiblity of the building designer. 2 Impact sheathing such as pyng re aireshed here s and/or drywel(BC). 4.In Impactoftrubridging or lateral bracing required the when shown t SEQ.: K2133074 4.Noload.hoowbeapglaatoany<omponerdanglaneranb<eaneend 4.InNegallonofhusslsthe naponalbNllyofiMreapadlvecoMrodor. fasteners aro complete and at no time should any loads greater than 5.Design aewm.s trusses are to be used In.non-corrosive environment, and are for'thy condition" use. EXPIRES:06/30/2 017 TRANS ID: LINK design bade be applletl to any component. 5,CompuTnnhas nocontrol over and assumes noresponsibility for the 8.DestgneaaumesNYbaadn9etapaupponsshown.Shimorwedgelf July 5,2016 angry, hbrkatbn,handling,shipment and installation of components. 7.Design assumes adequate drainageis provided. 8.This design Is furnished Guided to the limitations st brth by S.Plates ehal belocated on beth faces of truss,en d placed w their comer TPWVTCA in SCSI.copies of whkh will be furnished upon request. lines coincide vdth old center lines. virus Software 7.6.8 1 L E 0.DIgiN indicate are of plate In inches. MITek USA Inc./Com P ( )- 10.For bask connector plate design values roe ESR-1311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propertyl Injury /a" I I (Drawings not to scale) Damage or Personan u offsets are indicated. g j rY Fa= 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. 2. Truss bracing must be designed by an engineer.For 0-1/i 6 4 wspacg,individual aeal aes hmselv may require bracing,dior alternativetTorbrI c a bracingidetruss should beinconsidered. rY � 3. Never exceed the design loading shown and never A � Li ■_ stack materials on inadequatelylbracedrtrusses. es 4. Provide copies of this trussiddesign to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0 "i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and 9 in all respects,equal to or better than that s, Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING Ne•••` 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. r 11.11110, 18.Use of green or treated lumber may pose unacceptable 1 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. a II is not sufficient. BCSI: Building Component Safety Information, III Willi Mel% 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013