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Plans (2) i /t4s-i-- -o1o - ooGo/ 0o Sw - � .-J.2 Cl- z S, 2 frt51—AOil, 00 CRUZ. 17 U r4 cC,) i(ocz 3 . g_akrz (o% z-47 10 ® �S /1437-,Zv/G - (706, 3 /70 70 S ' iA if--- -- 1A p l c L, .L(,t AA - ov -/ 17OC-( Ski r ��z MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-399_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: R48649156 thru R48649170 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��5' <(-NG NSF-bio 2 'f 87022PE -9r, yN �N SAT OREGON ci, 4/'18 ER 11 _<:;,lb 'll OS A. HET' f. EX' ' `:06/30/ I_" October 10,2016 Hernandez,Marcos IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. • Job Truss Truss Type Qty Ply POLYGON R48649156 PL16-399_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton.Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 10 07:28:20 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-M99ewCSOOSfi7 1 Al kR5Bozh6dglieyb7wSFQdyUsFv I 1-9-12 I 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 I I 1 2 3 4 5 ti - b d, a 8 7 T3( �\\ 3x5= 3x4= 3x4= 011 9-8-4 I o-1-8 9--12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0A-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. 0<�" cf NEF9 `r/0 2 ‹17870 2PE 9 N / w � 7 �Aj, OREGO (1, <C/ �O °'4,/, ER 1� �O �`s A. HEck ,o,P EXPIRES:06/30/2017 October 10,2016 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. __Y Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSITP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649157 PL16-399_UPPER F02 Floor 12 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 10 07:2820 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-M99ewCSOOSfi7_1 Al kR5BozhOdoAia7b7wSFQdyUsFv 1 0-94 1 2-6-0 Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 • e e e o e e e 11 10 9 8k 4x4= 4x8= 3x8= 3x5= tit 13-9-4 1 0-- 13-7-12 Plate Offsets(X,Y)— f11:Edoe,0-1-8j LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=-049/0,2-10=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. '<<-‘1 .1) 4.6'S �(.. �cNGINEF9 /�2 4t- jij,87022PE 9r" 5. 7 rr-fLfr H , OREGO ti� 4 'oj O c IBER '‘.% \. OS A. HE; .c-4P EXPIRES:06/30/2017 October 10,2016 it _ it la— ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER"REFERENCE PAGE M/I-7473 rev.10/0312015 BEFORE USE. ..Design valid for use only with MTekth 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 ANSITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649158 PL16-399_UPPER F03 Floor 22 1 J b Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 10 07:28:20 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-M99ewCSOOSfi7_1 Al kR5BozhydobibOb7wSFQdyUsFv I 2-1-4 2-6-0 I Scale=1:26.3 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 i Iv iiiiiii 0.1.411111%44%%%8448%.„ " ....40•••• 00;;.....iP-411.7....... .... _ 0 e Uf 1 I7J 10 9 8 3x5= 4x8= 3x8= 3x5= 00--�118 15-1-4 I p-'1 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 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 Incr 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.t&Btr(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&BV(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=-1418/0,4-55=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. ,N- ,04 G NEF.Q % 2 4. 87022PE 9T c< .,` N N 7 �Aj, OREG•N ti� �C ccyl$ER .\\ \O OS A. HE'i),�P EXPIRES:06/30/2017 October 10,2016 I I ®WARNING-Verify dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. 1. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicabilityof design parameters and properly incorporate this design into the overall MiTek' building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing r 4T Qk' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the - - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sleet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649159 PL16-399 UPPER F04 Floor 6 1 Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 164400$Apr19 Reference1MIN*(optiIndustries, 19 2016 MTek Industries,Inc.Mon Oct 10 07:28:21 2016 Page 1 ID:5eV?tdjYiIz0X2xysi FDVpzsm UO-gMj 18YT191r17J7b MbRyKjO Wro09bR 15kMaBoy3yUsFu ?-4"°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 i 7 e —414111111111114114114411111111111111141111111414111111i --11,11°11.11.1111111111.11.111111.11.1111.111111116-—41111111111111.1411.11111111114141111141111111118"e 0 ab e e 11 10 9 8 5x5= 4x8= 3x6= 3x4= 0-11-$ 0-1 13-4-0 13-2-8 j Plate Offsets(X,Y)— f11:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina 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=-899/0,3-0=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. << % D PROFESS ,-_ AG)N49 /, 4487022PE 7" y �A)., OREG N RPQ<V 9C, ''MBER Al r �`.) A. HEt'`NP EXPIRES:06/30/2017 October 10,2016 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111111 e 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 rJI Tek" 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 ANSITPH Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649160 PL16-399_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 5 Apr 19 2016 MTek Industries,Inc.Mon Oct 10 07:28:21 2016 Page 1 I D:5eV?tdjYi IzOX2xysiFD VpzsmU O-gMj 18Yr191nZ17bMbRyKjO WmD06aR?kkMa Boy3yUsFu I 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 • • • d • 0 0 • a o- e > 10 9 4x8= 4x10= 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(XX)— 11:Edae,0-1-81,f8:Edge,0-1-81,111:Edcre.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/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1049/0-5-8,8=1092/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 'ck ,O PR OFF Uniform Loads(plf) '<(' ss Vert:8-11=-5,1-7=-50 �Co N / GINEF-, , Concentrated Loads(Ib) �, 2"9 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) Q 8 • 2PE 19=118(F) CV y NEAT OREGO ti Opti 9O �MBER11 EXPIRES:06/30/2017 October 10,2016 / _ 1 ith- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/5010 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649161 PL16399_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7:640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 10 07:2822 2016 Page 1 I D:5e V?tdjYilz0X2xysiFD VpzsmUO-IYHPLtUfw3vQ N HAZ99TZGD20H QUXAW6ubExMU VyUsFt 1-10-4 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 I I III 1 2 3 4 5 6 7 e e o b e 4444444444444444444444444t 03 s a 10 9 3x6 = 3x6= 3x6= 3x6= 15-1-4 15-1-4 Plate Offsets(XX)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr 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 orb-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=408/0-5-8,8=408/0-5-8 Max Upliift11=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(lb)or less except when shown. TOP CHORD 1-2=262/262,2-0=957/163,3-1=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� PROFESS � NGINEFR /02� 87022PE +n cckATOREG N q)/41/ 'AC1 FABER 1� �`s A. HEMP EXPIRES:06/30/2017 October 10,2016 a I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/47473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 'Job Truss Truss Type Qty Ply POLYGON R48649162 PL16-399_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton;Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 10 07:28:22 2016 Page 1 I D:5e V?tdjYi Iz0X2xy si F D V pzsm U O-IYH P LtUfw3vQ N HAZ99TZG D20eQ Wc4aTub Fx M U V y U sFt 0-11-4 I_ _ _ _ _ 2-6-0 I 1 1.5x3 II 2 354= 3 1.5x3 II Scale=1:11.3 111 MM ■ II A, II 2 1 WM MS :r r ‘41k FA. ., 3x4= 3x4= 1 3-8-4 I 1 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 ""'" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. � .,, 0 P R OFFS ��� �NG�NEF-7 Sio29� 87022PE / N y �A>, OREGON (15:>O4/ 'AO �M8ER , �S A. HE R�P EXPIRES:06/30/2017 October 10,2016 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111 11 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 end 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 ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Carus He109 ights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649163 PL16.399_UPPER F08 Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 10 07:28:22 2016 Page 1 ID:5eV?tdjYi IzoX2xysi FD V pzsmU O-IYH PLtUfw3vON HAZ99TZGD2?6QXnAaKubExM U VyUsFt 2-6-0 0-11-12 0-6-12 ax41= 1 1.5x3 II 2 3x4 = 3 3x4 II 4 Scale=1:11.2 • • - o 7 51.5x3 II 3x4= 4x6= 3-10-4 3-74 *-1f 4-8 4 3-7-4 14 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 Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max 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(pbf) 1-4=-80 pROFen ConcentratedVert:4Loads 125(F) @��'G Co04 ncR � 8 • 2PE �9f S. NEAT OREGO (15SAN 9O, s/1113 ER ' SSA. HERS EXPIRES:06/30/2017 October 10,2016 I I ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47477 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 k gaiTe ' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance rewriting the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,05849 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 R48649164 PL16-399_UPPER F09 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Oct 10 07:28:23 2016 Page 1 ID:5eV?tdjYIzoX2xysiFDVpzsmUO-mkmZD VHhN 1 H?Rllis?opQbAxgtHvl V1 pugvl yyUsFs 2-6-0 0-5-12 0-6-12 4.41= 11.5x3 II 2 4x4= 3 3x4 II q Scale=1:11.3 t _ 7 S 5 1.5x3 II 3x4= 4x6 3-4-4 3-1-43t1-1-71 -1-41 4-0-8 3-1-41 I 0-8-4 0-1-8 Plate Offsets(X,Y)— f4:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(LL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)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 �D OFF Vert:5-7=-8,1-4=80 PR Concentrated Loads(Ib) LV. Vert:4=-125(F) �� t,‘ /029 Q 870 2PE N cv GAJ, OREGON rye Q1t/ On �MSER N\ A. H - EXPIRES:06/30/2017 October 10,2016 4 I AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . 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 i 4 Tek` 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/7P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649165 PL16-399_UPPER F10 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Oct 10 07:28:23 2016 Page 1 ID:5eV?tdjYi lzoX2xysiFDVpzsmUO-nkmZDVHhN 1 H?Rllis?opQbBMgt9v1 b1 pugvlyyUsFs 1 0-5-4 1 2-6-0 l 1 1.5x3 II 2 4x4= 31.5x3 II Scale=1:11.3 - o 7, / 5 4x4= 3x4= �1-$ 3-2-4 I 1 3-0-12 Plate Offsets(X,Y)— f5:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d 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 Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �•�cO PRpress ��c�\� $INE�R io29 87022PE < +n fiAJ, °REG N cio©if V 'pO FwSER .\ OS tA A. Heck- EXPI RES:06/30/2017 October 10,2016 I I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10N32015 BEFORE USE. . Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 11 ff k' is always required for stability and to preventcollapsewith possible personal injury and property damage.For general guidance regarding the - IMI 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DS6-89 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 Heilhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649166 PL16-399_UPPER F11 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries.Inc.Mon Oct 10 07:28:24 2016 Page 1 ID:5eV?tdiYlz0X2xysiFDVpzsmUO-ExO9mZVWRg9BcbKxGZW1 L.r&MyE9cePt62YQSZOyUsFr 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 i Hz- ee — e 0 a5 d e 1l 10 9 BL's 3x5= 4x8 = 3x8= 3x5=- 0116 016 14-11-4 0-1-8 14-9-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 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!nor 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 orb-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. (Ib/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,3-4=-1369/0,4-5=-1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<- •�cO PR°Fe. `c,C'. �CNGINEF'5' /C'* `� 87022PE / yN - >N ti �4>, OREGO qc)O<U 9O cc�'j$ER \1 . OS A. HEC"` EXPIRES:06!30/2017 October 10,2016 i 1 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �rt a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overa8 ` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi kT e,h° _ 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 ANSUTPH Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649167 PL16-399_UPPER F12 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss-Co., Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Oct 10 07:28:24 2016 Page 1 ID:5eV?1djYIzOX2xysiFDVpzsmUO-ExO9mZWvRg98cbKxGZW1Le8M5EBGeQ?B2YQSZOyUsFr I 0-10-0 I I 2-6-0 I Scale=1:19.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 • • e - . - lO 05 L el o e 1( 9 • 8 7k ���✓✓✓///��\��\ 4x5= 3x5= 1.5x3 II 3x4 = I 11-4-0 11-4-0 Plate Offsets(X,Y)— 11:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 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 Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=309/0,34=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. c�`co t,GN F'Qs/° 2 �� 87022PE N 7 SAT OREG N ef, Zli ^P �M8ER 1,' \O On8E1 A. HE EXPIRES:06/30/2017 October 10,2016 I 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMil a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overaN building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' - -- is always required for stabNity 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 buss systems,see ANSIRPII Quality Criteria,058-09 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 CNms Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649168 PL16-399_UPPER F13 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek industries,Inc.Mon Oct 10 07:28:24 2016 Page 1 - - - ID:SeV?tdjYilz0X2xysiFDVpzsmUO-Ex09mZWvRg98cbKxGZW1Le8MIE62eHnB2YQSZ0yUsFr 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 II 6x12= 3x4 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 II 1 1 2 3 4 5 6 7 8 9 e o e i / NiNNN ... ab e eo- e e a 13 12 11 5x8= 6x16 = 3x5= 4x10= 4x6= 1 14-11-4 I 14-11-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,(10:Edae,0-1-81,114:Edoe,0-1-81 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 0.16 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 Inca NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/05-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2458/0,4-5=-2473/0,5-6=-2473/0,6-7=1673/0,7-8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=967/0,2-13=0/1745,2-14=1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 10-14=-8,1-9=-80 ConcentratedVert3=-825(F) �`Ca v� G N�R v/O 2 87022Pr 9r cv vs. Ni y cA?, OR GON ti,0� 9b 4j$ER -\1 OS A H��yP EXPIRES:06/30/2017 October 10,2016 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE " Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649169 PL16-399_UPPER F14 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Oct 10 07:28:25 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-j7yX_vVVXC H?EIv7gH1GurgUseUtNg7KHC9D5qyUsFq I 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 II 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 0 e a _ e • 0 0 \xvee e a ' 10 9 4x6= 4x10 = 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,V)— [1:Edge,0-1-81.18:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr 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(plf) to PROF Vert:8-11=5,1-7=50 <<Y1' Fus Concentrated Loads(lb) �Co tGINEF /� Vert:6=-89(F)4=89(F)12=-100(F)13=95(F)14=129(F)15=-89(F)16=-89(F)17=1i9(F)18=-129(F) �C? R ,0.- 87022PE r N rN 5. c‘"�Aj, OREG N ryo Q�./ 9O ' 4aER 1\ OS, A. HERNP EXPIRES:06/30/2017 October 10,2016 i it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111111 . 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 i11iTek" ,. - 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/TPII Quality Criteria,DSB49 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 HeioMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48649170 PL16-399_UPPER F15 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., - Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 10 07:28:25 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUOy7yX_vWXC H?Elv7QH1GurgXseX_NvGIQiC905gyUsFq 1-5-12 1 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 2 8 e 7 < 3x5= 3x4= 3x4= Oil 9-4-4 I 0.1 9-2-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 I TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Inc: 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. ���ED P R oppss �� �NGIN�FR io9 8I2PE /' y u) '5. OREGO (1,`",11/ ti -pO AMBER N1 � On A. HER.0P EXPIRES:06/30/2017 October 10,2016 k _ e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - T '! 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-injuryand property damage.For general guidance regarding the -- - -- ---- - -fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIOPN Quality Criteria,056-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13i" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimen(Dsionsrawings shownnot in to ft-in-siscale)xteenths Failure to Follow Could Cause Property 4 Damage or Personal Injury MNDimensions are in ft-in-sixteenths. 11404,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS Q-lig" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves ZieElig4 may require bracing,or alternative Tor I — 111111Uli bracing should be considered. 101-.A10, Ai d3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 07.8 05.6 I— designer,erection supervisor,property owner and plates 0- ',ler from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that (Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. w115.Connections not shown are the responsibility of others. Indicates location where bearings 18.Do not cut or alter truss member or plate without prior \ (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. of reaction section indicates joint let ® number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSIlTPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information, 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 MiTek� mit MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT LOTS 1-4 REVISEDENGLISH 4X 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: K2459357 thru K2459402 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <<-9Z) PRoppss �NGrNFR <0 co•rr 89200PE ter' C) 4it,OREGON 4.0 ,4}' 14,0\ W F?R1\ 6 October 11,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSUTPI 1.These designs are based upon parameters- shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF ft16BTR SPACED 24.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Sable end truss on ontinuous bearing wall UON. 4-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. complete specifications. 5-00 5-00 T T T 12 12 I)M-4x4 12.00 V 3 "j 12.00 ,4IlI11iL ,, o 1 M-3x4 M-3x4 J• l-00 y to-00 y 1-00 y \�'c( , NE. SI1/Q Q 89200PE r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — AlScale, 0.407244111111111P �y— WARNINGS: GENERAL NOTES, unless other/rise noted OREGON a'4 1.Balder and erection contractor Would he advised of al General Notes 1.This design Is based only upon the parameters shown and I.for an Individual 1r�7/ Truss: Al and Namings before cansbuaan commences. building component.Appgoadily of design parameters and proper (,.,+. /t 2.Dc4 compression web bredng mast be Installed where shown.. Incorporation of component la lite raeponsibAty of the bulltlinp designer. - e%\ 4 P. 4 ('i(. �� 2.Ge 3.Additional temporary bracing to Insure ability during construction sesames the lop end bottom Words to be laterally braced al '�/ L Is the ra.ponstdlry of Me erecter,Additional permanent bracing of 2 o.e ell et td o.c.respectivelyapecllvely unless bbraced throughoutIhelr length by DATE: 10/11/2016 Me overall structure le the responsibility of bonds designer. continuous sheathing ater l b ph/ng re aired sheathing(TC)s and/n tlrywaA(BC). 4146-RIR ,♦ R'�� ng g 3.2x Wind bridging or lateral taming required where Mown x♦ Tl SEQ.: K2 4 5 9 3 5 7 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no gine should any loads greeter than B.Design wanes trusses are to be used In a nan-corrasNe environment, TRANS ID: LINK design loads be applied to any component. and.raror"dry conallon^oruse. • 5.CompuTrus has no control over and assumes no rssponal61111y for the S.Design assumes NB bearing at el supports Mown.Shim or wedge if EXPIRES: 12/31/2017 lebncatlen,handling.shipment end Inetatletion of components. rycy l6��pr�.l q q p 7.Peagneawmeladequate oth r.c.Is prodded. October I1,GD 1V 6.This design b furnished eubJed to be IImlUtbna eel forth by S.Plates.hep be located on both laces al hues,and placed w their anter TPlIWfCA In SCSI,codes of which nil be furnished upon request. Ones coincide with Joint caller linea MITek USA,Inc,/Com uTrus Software 7.6.8 1 L E to.FarbDigits Indicate sifts ofplateIn ignites. P ( 8Dorbasicc to si of ptedesign chvalues see ESR-1311,ESR-19813(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 414BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 9=(-1266) 1517 3- 9=( -399) 352 BC: 2x9 IF 41&BTR SPACED 24.0" O.C. 2- 3=(-1216) 654 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 IF STAND 3- 4=( -851) 366 8-10=( -7) 10 9- 4=( -243) 539 LOADING 4- 5=( -821) 313 10- 6=(-1049) 1358 9-10=(-1075) 1396 TC LATERAL SUPPORT <= 12"OC. 7305. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1273) 638 9- 5=( -614) 496 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -298) 381 TOTAL LOAD = 92.0 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" -420/ 1057V -2000/ 2000H 5.50" 1.69 DF ( 625) M-1.5x9 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -421/ 1056V -2000/ 2000H 5.50" 1.69 DF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** Fox hanger specs. - See BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP tie p approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-02 9-01-14 MAX LL DEFL = -0.020" @ 7'- 11.1" Allowed = 0.808" I 1 1. MAX TL CREEP DEFL = -0.032" @ 7'- 11.1" Allowed = 1.078" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = 0.024" @ 0'- 5.5" 1' 1 1' 1 ' MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5" 12 12 M-4x6 12.00 [774 0" 12.00 'COND. 3: 2000.00 LBS SEISMIC LOAD. M-3x5 '- M-3x5 Design conforms to main windforce-resisting M � system and components and cladding criteria. k Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 \,M-1.5x4M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x, Truss designed for wind loads 11-114_53.M5-1. -15in the plane of the truss only. M-3x5 3,s 'IM-3x4 s 4III 11\s\ 1111111° t Truss designed for 9x2 outloo ice rs. 2x9 let-its of the same size and grade a structural top chord. Insure tight fit at each end of let-in. M-1.5x4 Outlookers must be cut with care and are permissible at inlet board areas only. ro o M-3x5 I',I 111111L...4 o 91'1Liminm.� M 1 M-3x4 0 I 7 8 10 **6 0 M-1.5x3 .7M-4x4 M-3x4 1, M-5x8 1 1 1 1 7-11-02 4-03-09 4-10-05 1 1 1 1 1-00 7-07 9-06 f E' PROF 1 7-09-06 0-2}-06 9-03-10 1 C..5 ' �GIN4,,061 a0 17-01 <C7 -N "CC 89200PE 9r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - B1 44" ,/�-.''" Scale: 0.2074 r+ WARNINGS: O.ml.designL is b, uny upon theNae ramets �� OREGON �.s"4 T YU S S: B I1111 euidder and aroc on comrador Mount be ad l•ed of en General Natas Thls ln5nnIs based only upon the parameters shown and I.for an individual t* and Warnings before comtrudbn commences. building component.Applicability of design parameters and proper s a 2.254 compression web bradnn must be Installed where Mow)*. incorporation et component kine responsibility of the bulldln8 designer. 'A Y 2P‘ ' 4r' 3.Additional temporary bracing to Insure stability during construction 2,Design emotes the lop rad bottom chords to be laterally booed et V 1 4 L 1 Is the responsibility of the erector.Additional permanent bracing of nen.e.ed at tinuous ea1Cr a.c.raepecthaty unless becad throughout malt length by A.y fIQ,- DATE: 10/11/2016 the overall structure a the reaponsbnity of the building designer. 3.2t Impact bridging lorr BMW bresuch es plywood r required aye a shown:t. dryw2A(8C). // SEQ.: K2 4 5 9 3 5 8 4.No bad Mould be applied to any component until after all bowing and 4,Installatbn of boas Ia the responsibility of the espectke contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS ID• LINK design loads be appliedto any component. end ere for"dry condition"muse. 8 5.Comports has no control over and assumes no responsibility for the .Dee�p„nassumes NA bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end instsdetIen of components. ry. /� Ik-..p 8.This de nisPanishedtomelimitationssetforth 7.Designscouts•cedoneothlfacege aproos, OCt01Jer ,2� 6 sig subjectby n.Plates Maid be located on both lana Woos,and placed so melt older TPAWfCA In SCSI,copies of which all be furnished upon request. Ana coincide with bobs centerkiInches. 9.MITek USA,Inn./ComuTrus Software 7.6.81L E 10.Digits isic coverer ofplateeIgn values P ( )' For basic connector pets design values 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 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DE' g16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 9=(-100) 507 3- 9=(-228) 233 BC: 2x9 DF g16BTR SPACED 24.0" 0.C. 2- 3=(-751) 226 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x9 DF STAND 3- 4=(-589) 256 8-10=( 0) 4 9- 9=(-243) 474 LOADING 9- 5=(-602) 271 10- 6=( -58) 978 9-10=( -57) 492 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD = 32.0 POP - 5- 6=(-798) 202 9- 5=(-274) 214 BC LATERAL SUPPORT <= 12"OC. GON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -30) 126 TOTAL LOAD = 42.0 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" -147/ 839V -219/ 232H 5.50" 1.39 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -101/ 717V 0/ OH 5.50" 1.15 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Designchecked for net(-5 f) uplift at 29 ps p oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.808" f 1' MAX TL CREEP DEFL = -0.032" @ 7'- 11.1" Allowed = 1.078" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = 0.007" @ 16'- 7.5" 1' 1' ' f MAX HORIZ. TL DEFL = 0.012" @ 16'- 7.5" 12 12 M-4x6 12.00 7 7,112.00 12.00 4.0" Design conforms to main windforce-resisting 4 �( system and components and cladding criteria. IIIIIIIIIIIIIIIII' Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, iAnilth:eipglhatn:hofEntch:::::sC:::: t.2, Exp.e, MWFRS(Dir),oad uratin factr russdesiged forloadsnly. M-1,5x3 3 M-3x4 • m 0 u to M-3x4 N ..._11L. _.0 - _ ,,.., ,y 7 8 10 **6 M-1.5x3 M-3x4 M-3x4 1 o M-5x8 k k k k 7-11-02 4-03-09 4-10-05 k k k k cy 1-00 7-07 ick 9-06 .1. 0r' PRO p k 7-09-06 0-02-06 9-03-10 k `Co'N ‘`G'(' 4, ftp 17-01 14.0 89200PE ii_„.. JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - B2 /w�.! . Scale: 0.2074 4, iiia- „ - WARNINGS: GENERAL NOTES, ala othaed OREGON <C/ 1.Bolder and erection contractor should be advised of adv General Notes 1.This design is based only upon theeparameters shown end Is for an Individual Truss: B2 end Warnings before conerudlon commences. building component Appllablbty of design parameters end proper 2.]s4 comprosston web bracing must be Installed where shown*. Incorporation of comported is the responsibility of the building designer. Ai<9 AY i i 4 _2° �4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom((nerds to be laterally braced et L N the reeponsibaty of the erector.Additional Reamed bracing of 2'o.c.end a 10 o.e.rsapedNunless braced throughout their length by 111+ .R R.I LL continuous sheathingplywood such as plywood sheathing(TC)and/or drywel(BC). DATE: 10/11/2016 the overall structure b the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown.• SEQ.: K2 4 5 9 3 5 9 4.No bed should be applied to any component until after all bredng end 4,Installation of trues is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-oonoeNe environment, TRANS ID: LINK design bads be applied b any component. and.re for dry and ion or ues, 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes mos MI bearing at a1 supports shown.Shim or wetlga If ,.,{ EXPIRES:ES: 2131/2017 fabrication,handling.shipment end bataliation of components. 7.Design assumes adequate drainage Is provided. OCtOber 11 r 20 1 6 8.TIN design is furnished subject to the Natation,set forth by 8.Mates shall be located on both facet of INN,and placed so their center TPVN/TCA In SCSI,copies of which nit be famished upon request. Ines coincide with john center linea. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988 Work) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01bBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5070) 1092 1- 8=( -738) 3320 8- 2-) -348) 1796 5-13=(-1834) 918 BC: 2x6 DF SS 2- 3=(-3664) 890 8-11=( -734) 3302 2-11=(-1158) 360 13- 6=( -878) 4106 WEBS: 2x4 DF STAND; LOADING 3- 4=(-3692) 902 9-10=( 0) 0 10-11=( -104) 526 14- 6=( -296) 1400 2x9 DF 81&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4890) 1104 10-12=) -4) 22 11- 3=(-1196) 4856 6-15=(-5479) 1198 TC UNIF LL( 50.0)+DL) 19.0)= 69.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5668) 1260 12-13=(-1292) 5870 11- 9=(-1690) 509 15- 7=( -60) 26 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 180.8)= 917.2 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=( -49) 54 13-14-) -618) 2976 11-12=( -722) 3646 BC LATERAL SUPPORT <= 12"OC. UON. 19-15=( -618) 2976 4-12=( -972) 2072 ADDL: BC CONC LL+DL= 673.0 LBS @ 17'- 1.0" 12- 5=(-3046) 716 J'- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"0.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) nails staggered: 0'- 0.0" -1022/ 9695V -203/ 252H 5.50" 7.51 DF ( 625) XXBOT9" oc in 1 row(s) throughout 2x4 top chords, TOM CHORD CHECKED FOR ISPSF LIVE LOAD. TOP 19'- 1.0" -1127/ 5162V 0/ OH 5.50" 8.26 DF ( 625) 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 2x4 webs. 7OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l 7-11-02 / 6-07 4-06-14 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 f MAX LL DEFL = -0.071" @ 11'- 0.0" Allowed = 0.908" 4-03-01 3-08-01 2-11-02 3-07-14 2-06-14 2-00 MAX TL CREEP DEFL = -0.178" @ 11'- 0.0" Allowed = 1.211" MAX HORIZ. LL DEFL = 0.015" @ 18'- 9.5" 12 12 M-4x6 MAX HORIZ. TL DEFL = 0.027" @ 18'- 9.5" 12.00 [77 N 12.00 4.0" 3 „tf Design conforms to main windforce-resisting 11 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5 End vertical(s) are exposed to wind, Truss designed fox wind loads M-3x5 11 in the plane of the truss only. 2 ' --M-6x6 M-1.5x3 M-5x10 6 7 M-5x10 ALallO ,� /�� r _ ilk 1,cl\ o 1 M-185x4 I 11■ O N , L..... arc M • "' IlY�r 0 910 12 13 19 15 M-1.5x3 M-4x10 M-5x6 M-3x8 M-7x8 M-5x6 1 l 1 l l ♦6736 l 4-01-05 3-09-13 3-00-14 3-09-10 2-03-06 2-00 l ) l l 7-07 yl 11-06 l [] F, C. 7-09-06 0-02-06 11-03-10 ,mac,' pNE'�c () 1/©i.. 19-01 4f y 89200PE 5- JOB JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - BGIRD Scale: 0.2133 �% ♦ '0111P- 411 '.4j CC WARNINGS: GENERAL NOTES, unless otherwise noted p y'�ry /^t/'y J� 1.Builder end erection nanbador should be advised of al General Nates 1.Thiedeagn h based only upon the parameters shown end is for an lndlvaual OI-1EGON cif Truss: BGIRD and wamingsbefuroconstruction commences. balding component.Appliabiliyofdesign parameters and proper 'L 49' A,N . 2.204 amprtsslon web bracing must M Installed where shown+. incorporation of component b the responsibility of the building desyner. ,I/� �Q 14 n 3.Additional temporary bracing to Insure stabllt y during construction 2.2 Design assumes ms top and bottom chords to be laterally bread 'G./ L Is me responsibility of the erector.Additional permanent bracing of c ntin en a 1st t:ng respectively as ply unless bracedthroughouta di their length).by : 6.R R I a _. continuoussdg:ng a,such sing requlywood ired where shows DATE: 10/11/2016 the overall structure is the responsibility of the building designer. 3.2a Impact badging or lateral bracing required where Mown++ SEQ.: K2 4 5 9 3 6 0 4.Na load should be applied to any component umll eller all bracing end 4.Installation of buss b the reaponelblllty of the respective contractor, fasteners are compete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS ID. LINK 4 agnloadsbeappli dtoanycomponent. end a,.len dry esndeAn eloes. .1w� /�� /J 5.CompuTrus hes no control over end assumes no responsibility forme 6.Designa �sawmes N1 Marine at all supports shown.shim or wedge If EXPIRES. i G/3.1/(.Q 17 fabrication,handing.shipment and Installation of components. necessary. 7.Design assumes adequate drainage le provided. 0cIo4 @'11,2016S.This daagn N famished subject to the limitations set bah by B.plates shall be located on both faces of truss, and pieced a their anter TPIMrCA In BCSI,copies of which will M furnished upon request. Anes coincide with 0lnt anter lines. S.Dips indicate elsa of platen inohes. MiTek USA,Inc./Com uTrus Software 7.6.8(1E}E 1I Dorbask connector piste dedgn ral ues sea E314_1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF kl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF k1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 DF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF 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 12 14.00 M-1.5x3 9 � 0 0 I IL M 3 Lir 0 5 6 MM2-7X9 M-1.5x3 r . . ci 1-00 3-07-08 , PRO�� �,,, s 5 1GI N F1/ c,�� -ySS © �� :9200P r- JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — El11, 4°.' . Scale: 0.6986 �� �� • /y.� WARNINGS: GENERAL NOTES, unessatharwlse noted I. OREGON V a'4 1 Bulder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown end is for an individual �R( 'V 1� ,( Co Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper L q hA�a" v\ 2.2e4 compression web bracing mud be installed where Moven«, incorporation of component b the responsibility o!the building daalgner. ,�^ 14 2.° )V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bogorn chords to be laterally braced at S,E L ��a N IM rosponstDSN o!the motor.Additional permanent bracing of 2 o.c.end al 10.a.e,reapectNaly uniefe braced throughout mak length by `_ DATE: 10/11/2016 the overall structure h the ro Wel f the building designer. continuous sheathinginat latera as acwg requirede Nee Mere s and/or tlrywsA(BC). -^( ` C]1{ 1, Won AY o 3.2x Impact bridging or lateral bracing Mere drown«« fl 1 sr SEQ.: K2 4 5 9 3 61 4.No load should be applied to any component until after ell bracing and 4.Installation of Was is the responsibility of the respective contractor. 'Menem ere complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design baa be applied to any component. and are or cry anamon^of use. 5.CompuTrus hes no control over and assumes no responsibility for the a 8.Design�y saute NI bearing d all supports shown.Shim or wedge If &� .I EXPIRES: 12/31/2017 fabrication.handling,shipment end kntalbtbis n a!components. 7.Design assumes adequate drainage provided. f.5 i bePf 1.I 1,ZQ 6 S.This design M fumiehed subject to mabtruss, e limitations set forth by ,Plates shell be loaded on both faces of end placed so their center TPPWTCA in BCSI.copies clench all be furnished upon request. lines coinclde with joint center lines. MiTek USA,Inc./Com uTrue Software 7.6.8(114-E o Fe,Digb iak aenectr praise Mahe*.value. P1.Dor beck ata odor prate in vahros see ESR-1311,ESR•1 BBB(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-22) 24 3-5=(-107) 93 BC: 2x9 DF #14BTR SPACED 29.0" O.C. 2-3=(-51) 32 WEBS: 2x9 DF STAND 3-4=( -7) 3 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 319V -13/ 44H 5.50" 0.50 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -16/ 143V 0/ OH 5.50" 0.23 DF ( 625) ** Fox hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12050. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" MAX BC PANEL TL DEFL = -0.011" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 17 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 -/ End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. gl r- 0 0 I N N ill MEll1 -e 0 2 ft45 M-3x4 M-1.5x3 1 1 1 3-03-12 0-03-12 1 1 1 1-00 3-07-08 t��0 PR©1 :920 �r ve,61: JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - E2 ,/ - Scale: 0.6296 t� 4111P I 110 /'�.. WARNINGS: GENERAL NOTES, uMess otherwise noted: �4 Truss: E2 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameter,shown and Is for an IndMdual OREGON [ end Warnings before construction commences. balding component Applicability of design parameters and proper �� Imo, 2.2a4 compression web bredng must be Installed where shown«, incorporation of component is the responsibility of the balding designer. �^ }I 4 �7 3.Additions'temporary msdng m Imus stability during construction 2.Design eswmaa the top and bottom chords to be laterally t 8.1 at '(✓ 1 L F= by b the responsimlty of me erector.Additional permanent bracing of T continuous and at ea hing ouch as ly unless braced throughout their all(B). P' R I - DATE: 10/11/2016 the overall structure is the responsibility of the building designer. ce lmpeei sheathing or such as plywood airedaheath where and/or dyaet8BC). aPo^ Y n9 4.to Impact bridging or lateral bracing required the when she co«a SEQ.: K2959362 4.Nomeasaredmpletebe wiled any timphouldayWadsgnt until after all ereWnhand 5.msiagntmoofbstrlsthe esareoInanothe npectosaMviron a.tenere are amgete and at no time ahead any Wads greater man 5.Design assumes trusses are to be used m a non-corrosive environment, design mads be applied to an nt, and are for^dry condition"of use. TRANS ID: LINKyo°mp°^° B.Design assumes NA bearing at al supports sown. m or we hShim if 5.CompuTrus has no control over and assumes no responsibility forme necessary. a EXPIRES: 1?/3112017 fabrication,handling,stdpment and installation of components. 7. eign assumes adequate drainage h provided. October 11,2016 8.This design is furnished subleo to the limitations set forth by B.Plates shall be bated on both faces of truss,and placed sa their center TPlWICA In SCSI,copies of which w19 be furnished upon request. Anes coincide with Joint center tine. MiTek USA,Inc./Com uTrue Software 7.6. 1 L E 9.Digits Indicate size of plate in Inches. P 8( )- 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 3-06-00 GIRDER SUPPORTING 17-01-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF N14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-122) 109 1-9=(-93) 97 2-4=(-143) 151 BC: 2x8 DF 62 2-3=( -15) .7 WEBS: 2x4 DF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 3'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 188.5)+DL( 198.2)- 336.8 PLF 0'- 0.0" TO 3'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -140/ 729V -91/ 81H 5.50" 1.17 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.0" -161/ 673V 0/ OH 5.50" 1.08 DF ( 625) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" 3-02-04 0-03-12 MAX BC PANEL TL DEFL = -0.019" @ 1'- 9.9" Allowed = 0.199" 4 ' 1' MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 -/ Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, End vertical(s) are exposed to wind, 1 N Truss designed for wind loads in the plane of the truss only. Ail0 0 0 I M o gliii111111111111 c o -i I 1 *« 4 0 M-5x16 M-3x10 l l l 3-02-04 0-03-12 l l 3-06 ......a.." -c,;\I NGp .- s/a 0. 89200PE r' JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - CGIRD Scale: 0.5725 #10 : .af . WARNINGS: GENERAL NOTES, unless ethenesenoted: + CC OREGON tt✓-. 1.Builder and erection contractor abound 11110W11be advised of all General Notes 1.This design Is based only upon the parameters 11110W11 Is for en Individual 7 4„ Truss: CGIRD and Warnings before construction commences. butringcomponent.Applicability ofdeep parameters and proper 2.294 compression web brewing must be installed where shown*. Incorporation of component N the responsibility of the building designer. i© Y 14 2�\ k 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally bread et G} L� 1 Is the responsibility of the erector.Additional permanent bracing / T o.c.and a110'ow.respectively unless braced throughout their length by germane p o continuous aheslhing such as plywood sheathing(TG)and/or drywal(BC), `L77 DATE: 10/11/2016 the overall structure la the responrbliry of the buntline designer. 3.29 Impact bndging or lateral bradng required where shown*+ SEQ.: K2459363 4.No load should be app8ad Is any ssnrpsnant edit after all brashg and 4.Design taIt.noom wlathe resposibiltlof used th on edow..�door.nem, fasteners are complete and at no time should any bads greater than TRANS I D: LINK design bads be applied to any component. e.De tin are.awr me.condition.' �o.nno.t.i wppon..nown.shim or wedge g N.GompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2017 fabricates,handling,shipment and'Wellston ofsomponents. 7.Design assumes adequate drainage is provided. October 11,2016 e.This design is furnished sub)ad to the limitations set fort by e.Plates shall be located on both faces of trues,and placed so their tenter TPNNTCA HI BCS',copies of which MN be furnished upon request. Ines coincide with Joint center line. 9.Digits Indicate site of plate in Inches. MITek USA,inc./CompuTrus Software 7.6.8(1L)"E 10.For bask connector plate design values see ENR-1311,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 44R/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x9 DF R13BTR SPACED 29.0" O.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POP 0'- 0.0" 0/ OV 0.00" 0.00 ,@ ( 0) M-1.5x4 or equal at non-structural 6'- 11.5" 0/ OV 0.00" 0.00 ,@ ( 0) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 ,@ ( 0) 21'- 2.0" 0/ OV 0.00" 0.00 ,@ ( 0) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.398" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.464" 11-07-11 ` 9-06-05 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 1 1' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" 21-02 MAX LL DEFL = 0.000" @ 11'- 7.7" Allowed = 0.706" 1' MAX TL CREEP DEFL = 0.000" @ 11'- 7.7" Allowed = 0.942" 12 12 9.00 1 �'M-4x4 Q 9,00 {� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), PUTRUS STANDARD load duration factor=l.6, TAIL FOR COMPLETE Truss designed for wind loads NS. : 1L;:E::I:: only. DETO ki oAmnomm.mL1 >� O I O r-I I 4 g .-1 1 l l 6-09-12 14-04-04 .6 ,6 J. J• �y 1-00 6-11-08 14-02-08 ifri, y h`�© PRQr' 1 l 7-00-08 0-01 14-01-08 y ,`c;" �N ' GIN k '/off 1-00 21-02 44, F 89200PE 1- JOB JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - Dl Scale: 0.2109 ,..40010 /_, ' � ..40 [�� WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON ""* 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is bran Individual V G *. Truss: DI and Warnings before construction commences. building component Applicability of design parameters end proper /� r� 2 254 cnmpreesion web bradng must be Metalled where shown+. Incorporation of comported h the responsibility of the building designer. �i�/� "'T 1 4 n 1�,}� 3.Additional temporary bracing to insure stability during construction 2.Dwlgn assumes the lap and bottom chords to be laterally brecetl at 'GJ L �A.11_ le the responsibility of me erector.Additional permanent bracing of T ns end al 1 O h.c,rsuch as ply unless braced throughout ihelr length by / R R I LN oz codlnuous mgnior such l b plywood required a where o shown drywal(BC). DATE: 10/11/2016 the overall structure k the responsibility of the building designer. 3.Dt Impact bridging or lateral bracing required where shown� SEQ.: K2 4 5 9 3 6 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responabBty of the respective codrador. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS ID• LINK design loads be applied to any component. arid are to,'dry sondlton'of use, 6.CumpuTrus has no control over and eeaumee no responsibility for the 6.Design e�wmee MN bearing at al Capp d.shown.Shim or wedge if ♦ I,, EXPIRES: VP'bCC, i r'L/h 1 i�f f11 7 fabrication,handling,shipment and Inetellation of components. 7.Design accuses adequate drainage b provided, OCtOI. f 11,2016 1 C t.}1(L III I 6.This design is furnished cabled to the limitations cot forth by S.Plates abet be located on both faces of tens,and placed so their center TPWOTCA in BCSt,copies of which wB be furnished upon request. Anes coincide with Joint center lines. S.Digits indicate size of plate In Inches. MiTek USA lnc./CompuTrus Software 7.6.8(10-E II.For basicconnector plate design values we ESR-1311,ESR-toils(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -4) 95 8- 9=(-218) 226 8- 2=(-1011) 282 4-13=(-433) 237 BC: 2x4 DF 4161TR SPACED 24.0" O.C. 2- 3=( -854) 219 9-11=( -2) 9 2- 9=( -74) 667 13- 5=(-226) 541 WEBS: 2x4 DF STAND 3- 4=(-1041) 297 11-12=( 0) 0 9- 3=( -425) 150 13- 6=(-230) 173 LOADING 4- 5=( -758) 293 10-13=(-212) 818 9-10=( -214) 727 6-14=(-143) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -760) 314 13-14=(-153) 641 3-10=( -34) 198 14- 7=(-129) 655 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=8 -863) 233 14-15=( -28) 44 11-10=( 0) 55 7-15=(-848) 260 TOTAL LOAD = 42.0 PSF 10- 4=( -27) 218 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOR2 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" -108/ 1039V -229/ 237H 5.50" 1.66 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 2.0" -106/ 889V 0/ OH 5.50" 1.42 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed= 0.133" f f f MAX LL DEFL = -0.023" @ 6'- 9.8" Allowed= 1.012" 3-05-12 3-05-12 4-08-03 4-06-09 4-11-13 MAX TL CREEP DEFL = -0.056" @ 6'- 9.8" Allowed= 1.350" / / / 1 I 1' MAX HORIZ. LL DEFL = 0.012" @ 21'- 0.2" 12 12 MAX HORIZ. TL DEFL = 0.020" @ 21'- 0.2" I IM-4x4 9.00 F27 ' 9.00 4.0" S *a( Design conforms to main windforce-resisting A system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 1111100,M-3x4 Truss designed forwind loads • in the plane of the truss only. M-3x4 o-3x4 M-3x5 1/11116 z to ."'" MMMIIIIMMIMMMaMMMMIMMMEIMI=MMMMM I 01 1 M�!_�'�iD M-3x8 M-3x4 M-1.5x3 O 14 .0.55 -.5-1-.5-1N 1 f B M-1.5x3 9 M-bx8 ', M-3x8 M-1.5x3 } 1 1 1 1 1 3-04 3-05-12 4-09-15 4-10-01 4-08-04 i-o y 6-11-08 14-oz-08 l ,$0) PFO/F 7-00-08 0-01 14-01-08 Hca i' ()il ' 'S'/� 1 21=02 1 � 4 :9200PE 9� JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - D2 , �''� Scale: 0.1927 AW APP y , WARNINGS: GENERAL NOSES, amens otherwise noted. " OREGON //��1�' 1.Balder end erection comredor should be advised oral General Notes I.This design la based only upon the parameters shown and Is for an indiolduel ©R EG OI V p, Truss: D2 and Warnings before construction commences building component.Appllwbiliy of design parameters end prope � 1^ �/� 2.2x4 eamprewon web bredng mast be installed where shown,. incorporation or eonpanam Is m.responabliry of me balding designer. /4 14 3.Additional temporary bracing to insure ability during construction 2.Design ancones me top end bosom moms to be laterally braced at A. Is the rosponslbSiy of the erector.Additional permanent treeing of T o.e and at tie10'oats reale tie ply unless braced throughout their length by `_ DATE: 10/11/2016 the overall structure is the responsibility of the building designer. 3.Se continuous d bridginging such es plywood alshet whereC)shoendwn ar drywaq(BC). R RI L\.- pa or lateral bredng required shown*0 SEQ. : 2 4 5 9 3 6 5 4.No wad should be applied to any component until after all bracing and 4.Installation or truss la the responsibility of the respective contractor. fasteners ere complete and at no time should any wads greater then 5.Design assumes trusses are to be used in a non-corrosbe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'Drwe. s.E eputrua hes no control over and sesames no responsibility for the e.Design assumes Rh bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 febyeetion,handig,shipment and Inetalletlon of components. cessarya '.pDer,.assumes adequate todraboth face Is provided. October 11,2016 6.Thi.design la furnished wbjea to the limitations set forth by B.plates seal be located on bon races of truss,and places w men center TPWYTCA in BCSI,copies of which MA be furnished upon request. Ones coincide with joint center linea. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7,6,8(1L)-E to.For basic connector plate designvelaes we ESR-1311,ENR-1988(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 '.i TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-785) 201 7- 8=(-206) 216 7- 1=(-852) 240 14-15=( 0) 65 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-970) 284 8-10=( -38) 137 1- 8=(-137) 643 13- 5=(-245) 174 WEBS: 2x9 DF STAND 3- 4=(-731) 291 10-11=( -36) 130 8- 2=(-408) 130 5-16=(-118) 131 LOADING 4- 5=(-734) 309 9-12=(-156) 636 8- 9=(-164) 547 16- 6=(-128) 647 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-854) 230 12-13=(-174) 721 2- 9=( -25) 197 6-17=(-840) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -18) 45 10- 9=( 0) 141 TOTAL LOAD = 42.0 PSF 13-15=(-132( 588 9- 3=( 0) 192 15-16=(-151) 633 3-13=(-386) 215 Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) 16-17=( -28) 44 11-12=( 0) 150 considered for this design. 13- 4=(-220) 510 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -105/ 878V -224/ 224H 5.50" 1.41 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 11.0" -105/ 879V 0/ OH 5.50" 1.41 DF ( 625) 11-04-11 9-06-05 POND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-02-12 3-05-12 4-08-03 4-06-09 4-11-13 MAX LL DEFL = -0.020" @ 6'- 6.8" Allowed = 1.000" MAX TL CREEP DEFL = -0.064" @ 9'- 11.9" Allowed = 1.333" 12 12 HM-4x4 MAX HORIZ. LL DEFL = 0.010" @ 20'- 9.2" 9.00 17 Q 9.00 9 0" MAX HORIZ. TL DEFL = 0.017" @ 20'- 9.2" 4 d5( 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 ,M-3x4 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. M-3x4 2 M-3x9 -,o o f M-3x9' � ti X011 .� o �` _�t I M-9x8 I N M-9x6 M-1.5x3 X17 7 0• 8 M-R16 M-%5 M-Y9c5 ,-1. M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 .1,--- 1 1 1 .1, , 1 1 3-01 3-05-12 3-05-02 1-04-132-03-09 2-06-08 4-08-04 1 1 1 1 6-08-08 1 14-02-08 1 'F.Rc,O PRQp . 1 13-10 7-01-08 7-01 1 �`cb'� ...yGIN;E•�� c'/©�+ \e Y 20-11 '" 89200PE 5r� JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - D3 /�! . 41 Scale: 0.1965 WARNINGS: OENERALNOTES, unless otherwise noted: NO OREGON 1.Builder and erection contractor Mould be advised of all General Nates 1.This design h based only upon the parameters shown end h for en individual a�- a� to ,( Truss: D3 and Warnings before consbudlon commence. building component.Applicability of design parameters and proper �� "a7 No, e"1,. 2.204 compression web bracing must be InNelled where shown.. kcorpontlon of con 0p W la the raeponsibNMy of the building designer. ":0 "7 14 �� 3.Additional temporary bracing b Insure stability during oonatrucllon 2.Destgn sesames the toand bottom dares to be laterally braced et 111 ength by is the responsibility of the erector.Additional permanent bracing of 2'continuous end ale o c rsuch as ptywood enters based(TG)a d/their dry.lt)O). 8�6R D I LS� DATE: 10/11/2016 the overall abudure Is the responslblN of me building designer. 2s Impacts dgIng or such as edng required shea where 5 and/or drywell(BC). "` Y 3.2s Impact bddging or falersl brsdng where Mown*0 SEQ.: K2 4 5 9 3 6 6 4.No load should be applied to any component until ager all redng and 4.Ineleiallon olbuaa la the responsibility of the respective contractor. fasteners are complete and at no time should any keds greater than 5.Design assumes trusses ars to be used in a non-eorroave environment, TRANS ID: LINK design leads be applied to any component. and are far'dry eendlleri of u.s. 5.CompuTme hes no control over and assumes no reepenelbllly for the 6.Design assumes AN bearing at ail supports shown.Shim or wedge if I,, .I EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of component. 7.Design assumes adequate drainage h provided. October 1 1,20 1 16 6.This design h furnished subled to the limitations eel forth by 8.Plates ahal be Heeled on both faces of truss,and placed so their center TPW.'ICA In SCSI,copies of which wig be furnished upon request. lines coincide with Joint canter lines. 9.Digits Indicate she of piste in inches. Wee USA,Inc./COmpuTfue Software 7.6.8)1L)-E 10.For bask connector plate design value.see ESR-1311,ESR-1986(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-909) 232 6- 7=(-257) 237 6- 1=(-832) 253 8- 4=(-198) 172 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-691) 306 7- 8=(-215) 702 I- 7=(-109) 655 4- 9=(-229) 141 WEBS: 2x9 DF STAND 3- 9=(-668) 303 8- 9=(-147) 513 7- 2=( -62) 150 9- 5=(-127) 591 LOADING 4- 5=(-702) 204 9-10=( -42) 59 2- 8=(-349) 210 5-10=(-838) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8- 3=(-221) 957 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:1-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -123/ 878V -248/ 275H 5.50" 1.41 DF ( 625) 20'- 11.0" -126/ 879V 0/ OH 5.50" 1.41 DF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ 11'- 9.7" Allowed = 1.000" MAX TL CREEP DEFL = -0.041" @ 11'- 4.7" Allowed = 1.333" MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 11-04-11 9-06-05 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" / f 1' 5-10-15 5-05-11 4-06-09 4-11-12 T ,r f f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 IIM-4x4Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4'Dn load duration factor=1.6, 3 .f,( 43 End verticals) ate exposed to wind, Truss designed for wind loads in the plane of the truss only. Iplillpil2 t � 0 o f i N 0 Orn 7o 11 imemsommilZINAii 6 . 7 0.25"8 9 M-1.5x3 + 10 M-1.5x3 M-5x8(8) tiPR°F4,s. i 1 l l b �a y 5-07-07 5-09-03 4-10-01 4-08-04 y Viol N� - tSj 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(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #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( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.2ft, TCDL=4.2,0CDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load Trussduration designedfforo windloads . Unbalanced live loads have been considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of thew truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. NOTE:DESIGN ASSUMES SHEATHING 5-07-09 5-07-09 TO ONE FACE. '( 4 1' 12 1114-4){412 9.002 Q 9.00 it f —/A10 . 0 0 N N 9 5 O P 04 �� GIN ' ' /0 y 1-00 l 11-02-08 y 1-00 y :9200pE .57r- 1010,1,40""4..- JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - Fl " , • Scale: 0.4131 ape �, WARNINGS: GENERAL NOTES, union olhsnWea noted �� �� Truss: Fl 1.Bolder and erection nentredor should be advised of aft General Notes 1.This design is bend only upon the parameter.shewn and is for en individual +� t and Warnings before construction commences. building component.Appllabilly of design parameters end proper A t% '\ 2.2e4 compression web br.dng mud be Installed where shown a. Incorponibn of component la the roeponsibfttty of the building designer. <O "I n �� 3.Additional temporary bracing m Insure siabllly during construdlon 2.Design ed et tO the top and bottom dams to be latently braced al L is the rssponsibtIty of the erector.Additional permanent bracing of 2 o.c.end at es o e,such en sly unless braced Ihroughod their length by A�y�,�R 1% \ continuous sheathing such as plywood sheething(TC)end/or dryweg(BC). �!!/! DATE: 10/11/2016 the overall structure Is the responsibility WON building designer. 3.2a Impact bridging or lateral bracing required where shown*. SEQ.: K2 4 5 9 3 6 8 4.No load should be applied to any component until after all bredng end 4.Installation of twin Is the regimrlbllty of reapedivs contrados. fastenen are compete and at no time should any beds greater than 5,Design assumes trusses ere to be used in a nen-corresbe environment, designbeds see. ato.n and are for drynendttwn^ofun. TRANS ID: LINK 5.comuru.n.snpowemdeastena eeom.snor.eponsialnymr the 8.Design assumes NIbearngats supports shown.Shim orwedge if EXPIRES: 12/31/2017 necessary. .t.1 r�A.t fsbdcation,handling,shipment end IndellaBon of components. 7,Design assumes adequate drainage is provided. October 1 1,20 1 6 8.This design is Nmiehed subject to the limitations rat forth by B.Plates shaft be located on both faces of bun,and placed so their anter TP WdTCA In BCSI,copies of which will be furnished upon request. Ines coincide cyth joint center lines. 9.Digits indicate size of pate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)E to.For basin connector plate design values see ESR-7371,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 916BTR LOAD DURATION INCREASE = 1.15 1-2=1 -8) 103 6-7=(-214) 217 6-2=(-587) 198 BC: 2x4 DF 916BTR SPACED 24.0" O.C. 2-3=(-559) 110 7-8=( -62) 81 2-7=( -25) 337 WEBS: 2x4 DF STAND; 3-4=(-559) 146 7-3=( 0) 299 2x6 DF 92 A LOADING 9-5=( -8) 103 7-9=( -25) 389 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-587) 254 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 621V -189/ 184H 5.50" 0.92 DF (1485) 11'- 2.5" -94/ 621V 0/ OH 5.50" 0.42 DF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 5-07-09 5-07-09 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 12'- 2.5" Allowed = 0.133" 1 I I MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 MAX TC PANEL TL DEFL = 0.049" @ 2'- 11.8" Allowed = 0.594" IIM-9x9 9.00 9'00 MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" 3 4.0„ MAX HORIZ. TL DEFL = 0.015" @ 10'- 11.8" IV Design conforms to main windforce-resisting iiiiiii system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticale s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9immi 41111114 M-3x9 7 f 90 M-5x8 IIIIIIIIIIIIItAt. -, 0 0 1 1 ,-1 A .-, 0 0 1 1 N N 6I,<s 41. -/ M-1.5x3 M-1.5x3 Q 6.00 6.00 C, 12 12 l J. . . 1' 1-00 5-07-04 5-07-04 1-00 s PRO/ y 11-02-08 1 <.a NGlf t 4 , k :9200p ��' JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - F2 • Scale: 0.3506 to WARNINGS: O.This ele NOTES, unises upopemete �I OREGON '\�9110 � 1.Buldar and erection cemredor should be advised or all General Notes 1.This design le basad only upon the persmatere aMwn and le for en Individual Z. OREGON V � �4/ Truss: F2 end warnings before construdlon commences. building component Applicability of design parameters and proper \ 2.204 compreedon web breang suet be installed where shown*. Incorporation or component is me re.ponabnnr or the bumbg designer. <0 Q 14 2Q Vas 43.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bounce charts to be laterally braced at ` by Is the responsibility of the erector.Additional pemisnent bracing of 2 nt:nc.end ee 19 sho.eathing rsuch as ply unless eeutl(TC)end/or n/rheic length(. (ll i R I O- antlnuowahgingorlater esptyeg re vire where)een.drywaA(BC). ei77 DATE: 10/11/2 016 me o.eren stnmture I.me re.ponstbAgy orme buibing designer. 3.20lmp.a brtagbg ar bter.l bredng required caner.mown. S E K2 9 5 9 3 6 9 4.No bad should be applied to ern component until ager all bracing and 4.Installation of Ms Is the responsibility of the respectve contractor. 4'' fasteners are compete end at no time should any loads greater men 5.Design assumes trusses are to be used In a noncorrosive environment, design bade be applied to any component. end ere for"thy condition"of use. TRANS ID: LINK 5.CompuTrvs hes no control over and memos no responsibility or the O.Design assumes NA bearing at all supports shown.Shim or wedge 11 EXPIRES. 12/31/2017/1/7112017 fabnoation.b.ndfing.shipment end installation of components. 7.oesgn assumes adequate drainage 6 provided. October 11,,210#I1611L (CO If1 / 6.This design is furnished subject to the lindatione set forth by 8.Plates shall be Muted on both faces of truss,and placed so their center TPLW1 CA in BC51.copies of Mich WA be furnished upon request. nine coindde with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7,6.8)1L)-E to.For basis connector plate design values see ESR-1311,ESR-7988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR GDF C/ / q=1.00 TC: 2x4 DF #165TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 68 2-6=(-179) 938 6-3=(-141) 235 BC: 2x4 OF #16BTR; SPACED 24.0" O.C. 2-3=(-1269) 218 6-7=(-217) 1069 3-7=(-313) 203 2x6 DF SS B1 3-4=( -886) 174 7-8=( -57) 83 7-9=( -35) 631 WEBS: 2x4 DF STAND; LOADING 4-5=( -876) 172 7-5=( -48) 582 2x6 OF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8=(-599) 206 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. U00. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -225/ 1162V -131/ 177H 5.50" 1.86 DF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 536.0 LBS @ 2'- 3.5" 13'- 6.0" -89/ 632V 0/ 0H 5.50" 0.43 DF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. a" Fox hanger specs. - See approved plans Ooc ND. 2: Design checked for net(-5 psf) uplift at 29 spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 10.7" Allowed = 0.629" MAX TL CREEP DEFL = -0.049" @ 7'- 10.7" Allowed = 0.839" 7-10-12 5-07-04 _ _ MAX HORIZ. TL DEFL = 0.029" @ 13'- 3.2" 3-00-08 4-10-04 5-07-04 4 1 T 1' 12 12 Design conforms to main windforce-resisting 9.00 M-4x6 Q 9.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 „f?f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), duration ON Enddvertical(s)aarerexposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 4111 d� M-3x4 3 1j 7 M-5x8 �� � o Al 0 I O 1 N 0 1 6 I M-3x4 M-5x6 M-1.5x3 1 6.00 6.00 12 12 1 1 +516# l )" 1-00 2-09 5-01-12 5-07-04 04,0 PFtOp4,LS y y �c.NGiNE ; sow 13-06 `� :9200PE 11r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - G1 «' '` Scale: 0.2982 - t4///pir WARNINGS: GENERAL NOTES, unless otherwise noted: Y1A :0;1\ Cr 1.Binder and erection contradof should be advised of al General Notes 1.This design is bawd only upon the parameters shaven and Is for an Indlvldul OR Truss: G 1 end blamin•heron construction commences. building component Appllubility of design parameters end proper 2.244 compression web bredng must be Installed where shown a. Incorporation of component b the responsibility of the building designer. /�� ��I �`}..3.Additional temporary bradng to Insure stability dudng construction2.Design aawmas the tap ark bottom a,om,to ba IelareNy baud at Is the responstblaty of the erector.Addeen.l permanent bracing of T c.c.and al/O a.c.respectively Mess bead throughout their length by /""��i�� continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). - F,("� DATE: 10/11/2016 the overall structure Is the responsibility of the building designer. 3.2x Impel bridging or literal bracing required where shown a SEQ.: K2 4 5 9 3 7 0 4.No load should be applied to any component until after all breang and 4.Installation Ohm la the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes bases ars to be used Ins non.corro.Ne environment, TRANS I D: LINK design bads be applied to any component, and are for'dry contact"'of ase. 5.CompuTrua has no control over and assumes no responsibility for the S.Design assumes N8 bearing at al supports shown.Shim or wedge If EXPIRES: 1 2/31/2017 (ablution,handling,shipment end ineelhOon of components. mcemry' !G.7 1 Gil t R 7.Design schatassumes adequate badrainage bpusa.vided. October 11,2016 8.This design M furnished subject to gra Nmilatlons eat forth by 5.Plates shall be bated on bone faux Musa.and plead so their anter TPI/WICA In 13C51,copies of which will be furnished upon request lines coincide with Joint center line. 9.Digits Indbete size of pleb in Inches. MiTek USA,Inc./Compalms Software 7.6.8(1L)-E 10.For basic connector plate design values we E08-1311,ESR49B8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-560) 159 4-5=(-187) 188 4-1=(-433) 186 5-3=( -54) 369 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2-3=(-560) 179 5-6=( -58) 80 1-5=( -26) 339 3-6=(-433) 209 WEBS: 2x4 DF STAND; 5-2=( -7) 299 2x6 DF 82 A LOADING LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 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= 42.0 PSF 0'- 0.0" -57/ 473V -161/ 161H 5.50" 0.32 DF (1485) 11'- 2.5" -57/ 473V 0/ OH 5.50" 0.32 DF (1485) LL = 25 PSF Ground Snow (Pg) 7" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. TOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.072" @ 8'- 2.7" Allowed = 0.396" MAX TC PANEL TL DEFL = 0.055" @ 2'- 11.8" Allowed = 0.594" MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" MAX HORIZ. TL DEFL = 0.015" @ 10'- 11.8" 5-07-04 5-07-04 1 T f 12 12 Design conforms to main windforce-resisting IIM-4x4 system and components and cladding criteria. 9.00 I/7 Q 9.00 4.0" Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 ,,L. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Iliload 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 s ,illillihk, /- �O M-5x8 4 -/ 0 0 I I '+ All .-1 0 0 I I N , N ** ** M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 1 1 5-07-04 5-07-04 y 11-02-08 l rte� �,GIIN 4.% If CZ" 89200PE <'' JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - F3 , ,0.4,'' Scale: 0.3493 -� WARNINGS: GENERAL NOTES, uNese olhe,As.noted r' OREGON �'Ke 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 + 1�, Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters end proper 4 N incorporation of component Is the responsibility of the building designer. �/'�^ "1Y 1 4 p�`�" le;�4 Z.Dc4 compression web bracing must be Installed where shown 4. 2.Design assumes the lop and bottom chords to be laterally braced et V ♦ L 3.Addgbr.l temporary bracing m Insure stability during construction 2 e.c,and at 10 o.c,respectively unless braced throughout(hair length by is the responsibility of the erector.Addmonel permanent bracing of continuous sheathing such as plywood aheething(TC)end/or drywall(BC). 1'7'1 �, DATE: 10/11/2016 the overall structure b the reeponelbpgy of the building designer. s.2x impact bridging or Sten)bracing required where shown.e !-1 L SEQ.: K2 9 5 9 3 71 4.Na load should be applied to any component until ager all bndng and 4.Installation of truss is the responsibility of the respective miredor, fasteners are complete and at no time should any loads greeter men 5.Design assumes trusses en to be used m a noncorrosive environment, and arofor^dry condition.of use. eergnIaaa.bsappIi dtoamwmponent, TRANS ID: LINK e.Design assumes cop bearing at ail supporta Mown.Shire or wedge if S.cornpurrushes noeomwresponsibility necessary. EXPIRES: 12L31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. October 11,2016 8.This design I.furnished added to the limitations set forth by 8.Plates shall be located on both faces of torso,and placed so their center TPWO1CA In SCSI,copies of which nip be fumishe.upon request. Anes coincide with Joint center linea 9.MITek USA Inc./Com uTrus Software 7.6.81L E O For Digits indicateetreplatea inches.val P ( tits Dar basic size connector plate din nelves sus ESR 7311,ESR-1 BBB(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 814BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-263) 564 3-6=(-202) 172 BC: 2x4 DF B1t:BTR SPACED 24.0" O.C. 2-3=(-756) 194 6-7=(-299) 644 3-7=(-204) 198 WEBS: 2x4 DF STAND; 3-4=(-741) 208 7-8=( -58) 82 7-4=( -74) 450 2x6 DF #2 A LOADING 4-5=(-724) 210 7-5=( -77) 472 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8=(-519) 226 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 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" -119/ 703V -131/ 178H 5.50" 1.12 DF ( 625) 13'- 6.0" -66/ 556V 0/ OH 5.50" 0.37 DF (1485) , LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "' For hon ger specs. - See approved plans REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 10.7" Allowed = 0.629" 7-10-12 5-07-04 MAX TL CREEP DEFL = -0.034" @ 7'- 10.7" Allowed = 0.839" 2-09 5-01-12 5-07-04 MAX HORIZ. LL DEFL = 0.013" @ 13'- 3.2" III MAX HORIZ. TL DEFL = 0.023" @ 13'- 3.2" 12 12 IIM-4x4 9.00 7 'Cl 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 „t7( �� Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9M-3x4 3 de7 r M 5x8 11. -/ o I ti 0 o a� N I 1 0 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 E 12 12 y1-001 2-09 1 5-01-12 l 5-07-04 , .O R R 04, 13-06 y ��\�� NGIN��� sa� `t 89200PE c JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - G2 Scale: 0.3107 {} WARNINGS: GENERAL NOTES, untese otherwise noted vA.jryAi . 1.Builder and erection contractor should be advised of ail General Notes 1.This design h bawd only upon the parameters shown and Is for an individual OREGON I V A, Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper Nb* 2.2a4 compression web bradng must be installed where shown«. marpongon of component is the reeponstbABy or me building cosigner. ^ 4Q y 14 r.(`y� -k- 3.Additional temporary bracing to insure stability during construction 2.Design mimes the top and bottom chords to be laterally braced at V�A is the responsibility or the erector.Addlbnal permeant bracing of c'nti and sheathing 1 O o.crsuch as ply ood s ba01 /TC)an/their length by ER R I L� DATE: 10/11/2 016 the overall structure b the responsibility of the buildin deo continuos inor each l b plywood aired where s and/or erywaA(BC). g finer. 3.2a Impact triaging or lateral bracing coquina when.dawn,« SEQ.: K2 4 5 9 3 7 2 4.No load should be applied to any component until atter an bracing and 4.Installation Mtn.la the responsibility or the respective contractor. fasteners an complete and at no time should any loads greater than 5.Design eswmas trusses are to be used in a non corrosive environment, design bads be applld to any component. and are for"dry condition"of use. TRANS I D: LINK w won 8.Design assumes kill bearing at ail supports shown.Shiner wedge if EXPIRES: 12/31/2017 2/311201 7 5.Com Trus has no control over and sim mer,no n eibil for the febriagan.handling,shipment and Installation of components. 7.memo. esign assumes adequate drainagehprovided. October 11,2016 8.This design b furnished sub)ed to the limitations set forth by 8.Plates shall be bated on both faces of trues,and placed w their anter TP WITCA in BCSI,copies of«Mich will be Nmlahed upon request. Ines coincide with)aha anter tines. 9.Digits innate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For bask connector pate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -8) 103 6-7=1-2248) 2273 6-2=1 -924) 658 BC: 2x9 DF #14BTR SPACED 24.0" O.C. 2-3=1-1746) 1429 7-8=1-2298) 2273 2-7=1-1629) 1861 WEBS: 2x4 DF STAND; 3-4=1-1746) 1429 7-3=(-1043) 1296 2x6 DF #2 A LOADING 4-5=1 -8) 103 7-4=1-1629) 1861 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=1 -924) 658 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 POP Ground Snow (Pg) 0'- 0.0" -602/ 946V -2000/ 2000H 5.50" 0.64 DF (1485) 11'- 2.5" -602/ 946V -2000/ 2000H 5.50" 0.64 DF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as For hon ger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 5-07-04 5-07-04 MAX TL DEFL = -0.041" @ 5'- 7.3" Allowed = 0.686" MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 12'- 2.5" Allowed = 0.133" 12 12 MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" M-4x6 9.00 9.00 MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 4'0" 3 MAX HORIZ. TL DEFL = -0.058" @ 0'- 2.8" An ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x6 %ilgi M-3x6 7 'F 440t. M-5x10 -,' c 0 0 I I 'ti A q+ 0 0 " 6111° o Jl' �N A 4x8 M-4z8 .Q 6.00 6.00 p 12 12 l , l b , 1-00 y y 5-07-04 5-07-04 1-00 vo P ((jF'4, or :9200p r 00 JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - FDRAG �' Scale: 0.3506 IOW � /y.� WARNINGS: GENERAL NOTES, unless olhenot.e noted. 1/ �� �� 4'4 1.Sulder end erection contactor ahold be advised of el General Notes i.ThIe design Is based only upon the parameters shown and Is for an Indlvldual Truss: FDRAG and Warnings before construdbn commences. building component.Applicability of design parameters and proper 7'‘246441(17. 7471. i.0 4=,/' ' � �� ��I 2.2e4 compression web bndng must be Metalled where shown«. incorporation Si component lathe responsibility of the building tlealgner. � 3.Additional temporary hoeing to'mud!stability during construction Z Design assumes ms top end bodom dross to be la lordly braced at Is the responsibility of the erector.Addfbnai permanent bracing of 2continuousa.e.eM at 1G o c.respectively unless braced throughout their length by DATE: 10/11/2016 the overall structure Is the responsibility of the building designer. 3.taped bridging gor such as plywood required a where)and/or dryvnl(BC). !� ['.1'��; o�latentbndngodshoe wheretuewn«♦ A SEQ.: V2 4 5 9 3 7 3 4.No load should be applied to any component until after all bracing and 4.Installation or buss b the nspontlbBlty of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses an to be used in a ronconoelve environment, design bads be applied to any component. and an lar"dry condition'of use. TRANS ID: LINK 8.Design assumes NO berting at al supporta shown.Shim or wedge If N.ComWTruaManocontroloverandassumesnoresponsibilityfortha necessaryEXPIRES: 12/31/2017 fahandling,tbn,handl' ,shipment and inetde .1tian of components. 7.Design assumes adequate drainage le provided. October 1 1,201 6 S.This design Is banished subject to the limitations set bah by S.Plates shall be bated on both faces of buss,and placed so their anter TP'WTCA In SCSI,copies of which nil be furnished upon request. Ines culndde with Joint anter lines. 9.Digits Indicate sloe of plate In inches. MITek USA,Ino./CornpuTru.Software 7.6.8(1L).E 10.For bask connector plate design values see E5R-1311.ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF A16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 016 'COND. 3: 150.00 PLF SEISMIC LOAD. BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End vertical(s) axeexposed to wind, I4-1.5x4 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (lion). in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. gote:Truss design requires continuous ,', bearing wall for entire span UON. 3-06 f ' 12 9.00 7 M-1.5x3 I -s A000til IaIIIAIIIIIIIImII 00/0 �� �O 4 1 M-1.5x3 1 )' l 1-04 3-06 vs5)4 PRQp .,, <c, ��c� 2 17 89200PE r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — FWA /--*''. Scale: 0.5905 WARNINGS: GENERAL NOTES, unless otherwise noted i.©a., tit • ©� 1.Binder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mown and Is for an Individual / ��++(( ♦1�� ,{ Truss: FWA and Wamings before construction commences. building component ApplroabiHy of design parameters and proper yrr � ©` {{A, 2.2n4 compression web bracing must be Installed where shown.. incorporation of component N the responsibility of the building designer. .{A} ".y,v. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et ,a /4 1 laths responsibility of the erector.Additional permanent bracing of Y a e and et tie a.c.respectively ply unlaaa breed throughout melt length by /',xy��R.i i \-' continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). "'i DATE: 10/11/2016 the overall stmdure Is the responsibility of the building designer. 1 Zr(Impact bridging or lateral bracing required where Mown•o SEQ.: K2 4 5 9 3 7 4 4.No bad should be applied to any component until after all braGng and 4.Installation of truss Is the responsibility of Ithe respeclhe contractor. fasteners are compete and al no time should any loads greater than 5.Design assumes busses are to be used In.non-corrosive environment, design bads be applied to any component. dna are for"dry condition"of use. TRANS ID: LINK 6.Designassumes full bearing atatsupports shown.Shim orwedgeif EXPIRES: 12/31/2017 5.Com Trus has no control over and assumes no responsibility forme necesse �a fabrication,handling,shipment and Installation of components. 7.Design amines adequate drainage is provided. October.I 1 1,2016 S.This design Is furnished subject to the limitations eat forth by S.Plates shag be boated on both faces of trues,and placed so their center TPW/TCA H SCSI.copies of which veil be furnished upon request. Ms eolnolde with Joint center linea. .Digits indicate size of plate coinches. MITek USA,Inc./Com uTrus Software 7.6.8(1L)E 10. ret bath casr p.1 design values we ESR-1311.ESR-1986(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #ISBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 6=(-425) 618 3- 6=(-257) 251 BC: 2x9 OF #16BTR SPACED 29.0" O.C. 2- 3=(-754) 177 6- 7=(-478) 693 3- 7=(-209) 196 WEBS: 2x9 DF STAND; 3- 4=(-766) 259 7- 8=(-123) 159 4- 7=( 0) 182 2x6 OF #2 A LOADING 4- 5=(-534) 272 7- 5=(-386) 603 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-511) 314 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -109/ 703V -115/ 229H 5.50" 1.12 DF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 13'- 6.0" -73/ 556V 0/ OH 5.50" 0.37 DF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 8'- 0.0" Allowed = 0.629" 7-11-11 5-06-05 MAX TL CREEP DEFL = -0.048" @ 8'- 0.0" Allowed = 0.839" T - '1 2-09 5-02-11 5-06-05 MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" 1 ,r f f MAX HORIZ. TL DEFL = 0.022" @ 13'- 3.2" 12 M-4x6 9.00 M-3x9 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 45 0' �� Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I M-3x9Alrht.1111111 o 3 7 lO 1111111111111111111111"....- M-5x10 AL .armee '� -� _ 6 0 1 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 P. 12 12 . . . l y 1-00 2-09 5-01-12 5-07-04 ?01P R Q/• 13-06 yc.`�� G�NELc�i' /© -51 :9200pE r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - G3 910w Scale: 0.3243 - WARNINGS: GENERAL NOTES, unless otherwise noted: 1P OREGON �r�`. 1 Builder end erediun contractor should be advised of all General Notes 1.This design is based one upon the parameters shown and a for en individual l ,[ Truss: G3 and Warning.before construction commences. building component.Applied/My of design parameters and proper L // �t '` 2. let 2a4 compression ereb bracing must be installed where spawn e. incorporation of component el the responsibility of the building designer. / .4 14 2,a 3.Additional temporary bracing b insure*ability during coninidbn 2.Design assumes the top and bottom chords to be laterally braced et O j Ff Is the responsibility of the erector.Additional permanent bracing of rntlnc.andNtohin.eanh plyeed unless brined(TC) d/out mealengthby J" :'R10.- DATE: `_ continuous Nroelhlet such a.plywood sheathing(TC)a entl/or tlrywaA(BC) 10/11/2016 the oeeral1 structure lame responsibility of the building designer. 3.2.Impact bridging or lateral bradng required where shown.. SEQ.: K2 4 5 9 3 7 5 4.No load should be applied to any component until alter all bracing end 4.Installation of truss la the responsibility of the reseeded contractor. faaenen are compote and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corroete environment, TRANS I D• LINK design bads be applied to any component. end.re for"dry cond8sfl or ow. 5.CompuTrus Me no control over and assumes no reeponibllty for Re 8.De C,�eymmae NI bearing at all suppons shown.Shim or wedge if + 1, EXPIRES: 12/31/2017 abrkellon,handing,shipment and installation of components. 7.Design asaume.adequate drainage I.provided. October 11,2016 O.This design is Nmehed subject to the limitation set tart by B.Plate.shall be located an both laces of truss,end placed w their center TPBWICA In SCSI.Caples of which will be furnished upon request. Ones coincide with joint center lines. 9.Digla Indicate size of pats In Inches. MITek USA,Inc.iCompuTrus Software 7.6.8(1L)-E 10.For beNc connector pate design value.see ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 D 'COND. 3: 150.00 PLF SEISMZC LOAD. F #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND; 2x4 DF 816.13TR A LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, 1=29.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End vertical(s) are exposed 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 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Vote:Truss design requires continuous M-1.5x4 or equal at non—structural bearing wall for entire span UON. vertical members (uon). 0-04 f-r 2-09-11 6-08-10 11-09-11 f2-05-11 6-08-10 0-09 5-04-09 5-08-01 T fT TT T T 2-08 11-03 4 4 1 'f 12 12 B4O0 VM-4x63 y M-7x8 Q9.00 10 M-3x9 �, 1 lo ^M-4x6 0 rA 0 I M-7x8 m e S rn ._4 .I ilmgromm- II-_ i1 t! o P 8 '0.2560 M-13•x8 " 12 M-3x8 M-5x6(5) M-3x8 O .0� (� PR . >L l l l ["s1 S l J.-03-15 7-09-15 5-09-09 5-04-09 y �j' "4.4 �N 9:S4 �� 20-11 _.. 89200P JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — FWB Scale: 0.1799 �' /r /_'�.... WARNINGS: GENERAL NOTES, unless sthervdss rested: OREGON •�4 Truss: FWB 1.Builder and erection contractor should be advised of al General Notes 1.This design bbawdonyupon the parameters shown and bfor anindividual � w (fj and Warnings before conetruclmn commences building oomponent.Appucabllly of design parameters and proper �/ "� Vs 1I� 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the rasponslblly of the building designer. 4�O a d (T �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al L Is Me feyandNNy of the erector.Additional permanent bracing of 2'o.c.end at 10 o e raspedNey unless braced throughout their length by DATE: 10/11/2016 me overall structure Is me re 2xoroImpact bridging suchasswing re vire where seen adryweN(BC). 'Igen 1"]11 �• aponstbglry or Ins bulkhp declgneG 3.2x Impact bdtlging or lerenl bndng roqulrod were Movm+. fl 1 1-+ SEQ.: K2 4 5 9 3 7 6 4.No bad should be applied to any component until after all brsdng end 4,installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than B.Design assumes busses are to be used Ins noncorroske environment, TRANS ID• LINK design beds be applied teeny component. and era for"dry condition"of use. 5.ComptiTne has no control over and assumes no responsibility for the 6.Design assumes NI bearing et all support shorn.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. memo. n ass 7.Pestgnaaeeadedon drainage blrussen October 11,2016 8.Thla design is furnished wbjed to the limitations set forth by B.Plates shall be pcetad on both feces of truss,and placed so their cellar TP W WCA In BCSI,copies of whish WI be furnished upon request. lines cuindde with joint center Tins. 9. es- MITek USA,Inc./Com uTnls Software 7.6.61E E o Digits lndlconete ctr plat.desin ign values P ( 10.For basic connector pole design values see ESR-1311,ESR-10/18(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 7=(-429) 643 3- 7=(-270) 253 BC: 2x9 DF 4160TR SPACED 24.0" O.C. 2- 3=(-754) 212 -7- 8=(-482) 720 3- 8=(-178) 166 WEBS: 2x9 DF STAND; 3- 9=(-766) 329 8- 9=(-121) 157 4- 8=( 0) 182 2x6 DF #2 A LOADING 4- 5=( 0) 0 8- 6=(-435) 661 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-534) 316 6- 9=(-511) 362 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 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"00 UON. FOR 0'- 0.0" -133/ 703V -115/ 230H 5.50" 1.12 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -118/ 556V 0/ OH 5.50" 0.37 DF (1485) ---- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-11-11 3-06-05 MAX LL DEFL = 0.034" @ 8'- 0.0" Allowed = 0.629" '' '( f MAX TL CREEP DEFL = -0.098" @ 8'- 0.0" Allowed = 0.839" 2-09 / 5-00-11 / 2-02 3-06-05 / I T I ` / MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.024" @ 13'- 3.2" 8-00 1' 15 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (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, �� Truss designed for wind loads in the plane of the truss only. 0 M-3x4ako 3 /r M-sxlo o �� ., . a ,_...0 ...A. 1 1 = 7 I 0 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 p. 12 12 .11 ).1 2-09 y 5-01-12 l 5-07-04 , �',Qr�4N p (9,V sass. 13-06 +t+ar S'" rp 89200PE r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - G4 Sale: 0.2721 WARNINGS: 1:3 ukierO.m:.d NOTES, unteupon the aramets OREGON C/ 1.BuWar and erection contractor should be advised or eq General Notes 1.This design le bawd only upon the parameters mown and Is for an individual I144 ��'"`rt� lVJ'}� ((� Truss: G4 end Warnings before construction commences. building component.Applicability of design parameters and proper // s 2.2x4compression web bracing must be Metalled where mown i. Incorporation of component la the responsibility of the building designer. <O =' )I f1 P� "pis. 0.Additional temporary bracing to Insure stability during construction 14 L Design wean, the top and bottom porde to be laterally braced et L W'?11 by b the responsibility of lhs erector.Additional permanent bracing of 2 ntic end e i V hl,r respectively as ply unlessre thinced throughout C)and/r dr length). 4•7 ';:i DI �� `_ aMlnuoue si bridging e,such b plywoodcire uired where and/or tlrywal(BC) `L73 DATE: 10/11/2016 me ov.rsil structure is me r..pan.Ibnity of me building designer. 3.2a Impact britlging or lateral bracing required wt,ere smwn. SEQ.: K2 4 5 9 3 7 7 4.Ne load should be applied to any component until after all bracing end 4.Instalation of hu,la t trusses are to be used in the s contractor. fasteners are complete and at no time should any bads greeter than gn assumes design loads be applied to any component, and ars for"dry condition"of use. TRANS I D: LINK 5.camper us n.s no control over and assumes no reepoaroti y for me I.Oesidn assumes ml bearing at al supports shown.Shim or wedge I1 EXPIRES: 12/31/2017 fabrication,handling,ahlpment and inatalletlon of components. 7.Deagn assumes adequate drainage is provided. OCtOIJ@ f'I 1,2016 a.This design b furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of hose,end placed a their canter TPIIWTCA In BCSI,caplet of which coil be famished upon request. lines coincide with Joint canter lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./Compurrus Software 7.6.8(1L}E 10.For beak connector piste design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" 'COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 SF STAND; 2x4 DF #1&BTR A LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS 7-10, ir), load duration factor=1.6, 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 vertix9 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. ertical a bers (toss). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-04-07 5-08-09 T 1' T 12 9.00 M-1,5x3 M-3x6 0 414141 m 0 1 rn 0 AIdIlIIk .... 0 1 M-155x3 M-Sx6 M-3x4 y 6-02-11 y 5-10-05 ,t• ,,s PROF4ss 1 1 y ,r5 NGINE. /0 1-04 12-01 <Cr� JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - FWC 441111k000111!0! Scale: 0.2715 'NMI �y- WARNINGS: GENERAL NOTES, unless othenvM noted 0 OREGON //''yy M�� /��'Ar' Truss: FWC Builder end erection conlndor should be advised of aid General Notes 1.This design is based only upon the parameters shown and is bran individual OREGOAV t�A/ and Warnings before construction commences. building component.Applm.bety of design parameters and proper �14. 4 '\ 2.204 compression web bredng must be installed where shown a. incorporation of component I.the responsibility of the building designer. 2'' �4 3.Additional temporary bracing to Insure stability dudrig construction 2.Design assumes the tap and bottom chorda to be laterally braced at /Q 'J 4 L is ill responsibility of me erector.Additional permanent bracing of 2 o inc.end al l sheathing ding such as ply unless bated(TC)a dt rtdryeir ell(B by 4,.,( R I L1- conlinuoua gingor such as doing required uir a where)and/or drywaA(BC). DATE: 10/11/2016 me overall mdadrelame ro.ponabAlry Orme building designer. 3.2r Impact p. ging Is thereipreaneityofthewhe veco.. SEQ.: K2 4 5 9 3 7 8 4.No toed should m applied many component until seer g bracing and 4.Designlse of truss la the responsibility to mine respective-comeoenvam. fasteners aro complete end at no time sirouM any loads greater than 5.Design dor"dry Weeps are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. " 5.CompuTrus hes no control over end assumes no responsibility for the fig do ee.nmee MI bearing at al supporta shown.Shim or wedge If EXPIRES: .M rT/ry•M 201 fabrication,handling,shipment end Installation olcomponents. necessary, !L.21/ U i T.Design assumes aded ne drainage ie provided. October 11,2016e.This desgn is furnished subject to the limitations eel forth by 8.Plates shah be mated on both laws of truss,end placed so their Anter TPbW1CA in SCSI,copies of which will be furnished upon rowed. Anes coincide with Joint center lines. 9.Digits indicate sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-t989(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 7=(-419) 657 3- 7=(-276) 245 BC: 2x4 DF #16BTR SPACED 29.0" O.C. 2- 3=(-754) 230 7- 8=(-465) 735 3- 8=(-162) 150 WEBS: 2x6 DF STAND; 3- 4=(-766) 396 B- 9=(-119) 154 4- 8=( 0) 182 # 2X6 DF #2 A LOADING 9- 5=( 0) 0 8- 6=(-992) 692 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-541) 325 6- 9=(-511) 924 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LL = 25 PUP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR 0'- 0.0" -149/ 703V -115/ 231H 5.50" 1.12 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -176/ 556V 0/ OH 5.50" 0.37 DF (1985) REQUIREMENTS OF IBC 2015 AND IRC 2015 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: Designchecked for net(-5 sf) uplift at 24 "oc in p p spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" vertical members (uon). 11-11-11 1-06-05 MAX TL CREEP DEFL = -0.003" @ -1'= 0.0" Allowed = 0.133" MAX LL DEFL = 0.040" @ 8'- 0.0" Allowed = 0.629" ** For hanger specs.- 5 e4-0�proved plans MAX TL CREEP DEFL = -0.048" @ 8'- 0.0" Allowed = 0.839" 5-00-11 4-02 1-06-05 f f 1' .f f MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 8-00 f f 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, M-9x6 Truss designed for wind loads M-3x9 in the plane of the truss only. 6 -/ 0 M-3x9o AdIIIIIIIIIIIIIIII 3 8 I 1 M-5x10 ko o� 't as o - 7 I M-3x4 M-5x6 M-1.5x3 0 Q 6.00 6.00 12 12 1-00 2-09 y 5-01-12 1 5-07-04 y 1k, n v��S 49 13-06 89200PE P'" JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - G5 Scale: 0.2429 � ' WARNINGS: GENERAL NOTES, unless otherwise rated ) •�/y'ro A• 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual if N yv_ Truss: G5 and Warnings before construction commences. building camponen Applicability of design parameters and proper // Nt'a 2.2a4 compression web brodng must be Inatalbd where shown�. Inoorpo"tion of component is the roaponalbBtY of he building designer. '•'0 7)a 14 fl S 4 3.Additional tam brach to Insure stability during construction 2.Design assumes the top and bottom chows to be tete"Ity braced st *<,/ Y. Gle, ...111... temporary "� T o.c and et 10 o.c.respectively unless braced throughout their length by A�} la the responsibility of the erecter.Additional permanent bracing of continuous eheathin9 arch es plywood sheathing(TC)and/or drywef(BC). : /, R 11-k- DATE: 10/11/2016 the overall structure is the rosponekilty of the butt tIng designer. 3.2x Impact bridging or lateral b"ring required where shown** SEQ.: V2 4 5 9 3 7 9 4.No load should be applied to any component until after all brodng and 4.Installation of truss hiis the as elbBty used f the hrespective aspecctoive o ntraot r. fasteners are compute and at no time should any loads greater than Design assumes and are for"dry condition"of use. TRANS ID: LINK design hada be applied to any component.8.CompuTuehesnocon olaHandassumesnoneponsidltytenths 8.Design semeafgbearing atalsupportshown.Shim orwedge If �y II EXPIRES: 12/31/2017 fabrication,handling.siapmsnt and Installation of components. 7.Design assumes adequate drainage Is provided. October 1 1,2016 CO 1 L J G 1! 8.ThC design is furnished subject to the limitations eet forth by 8.Plates shag be located on both faces of truss,and placed so their center TP WVTCA in BCSI,copies of which will be furnished upon request. Ines coincide with)otd center line. 9.Digits Indicate size of plate In Inches. MITek USA,Inn./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-7311,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 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF P15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-5012) 910 1- 6=1 -836) 4306 6- 2=1 -516) 2688 4- 9=(-5004) 1068 BC: 2x6 DF S5 2- 3=(-2372) 482 6- 7=( -830) 4274 2- 7=(-2608) 620 9- 5=( -96) 30 WEBS: 2x9 IF STAND LOADING 3- 4=1-1442) 428 7- 8=1-1554) 2658 7- 3=1 -218) 1268 LL = 25 PSF Ground Snow (Pg) 9- 5=1 -158) 196 8- 9=1-1554) 2658 7- 4=1 -682) 3906 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 9=1 -362) 1618 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 180.8)= 917.2 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29'OC UON. FOR 0'- 0.0" -850/ 9316V -2000/ 2000H 5.50" 6.91 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1244/ 5765V -2000/ 2000H 5.50" 9.22 DF ( 625) __ - REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP J� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered: MAX LL DEFL = -0.090" @ 6'- 1.1" Allowed = 0.727" \^/ 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.109" @ 6'- 1.1" Allowed = 0.969" J(x 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.015" @ O'- 5.5" MAX BORIS. TL DEFL = -0.022" @ 0'- 5.5" 12-00-11 3-04-13 'COND. 3: 2000.00 LBS SEISMIC LOAD. f T 6-02-13 5-07-13 1-07-05 1-11-08 Design conforms to main windforce-resisting f f f ' f system and components and cladding criteria. 12 M-4x6 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 17 g M-6x8 M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �p��-� End vertical(s) are exposed to wind, M_R Truss designed for wind loads in the plane of the truss only. M-3x6 2 o 0, i M-5x10 Aill &- 0 Cr L rdall11111111=1111 /11/1 -/ 1 6 7 8 o M-3x8 M-6x8 M-3x8 M-5x6 *1967#1 6-01-01 y 5-07-13 1-09-01 1-11-08 y �.��(,N t„ � �,0/� 15-05-08 4,1 T 892.00PE ,- JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - GGIRD 40,,, ,,seScale: 0.2357 /y. WARNINGS: GENERAL NOTES, unless otherwise noted: 111 it Truss: GGIRD 1.Balder and eradmncontractor should beadvised ofalml t. ...4GeneralNates t. .designIsbasedonlyupontheparametersshownandIsforanindividuu � OREOREGON14,/d Warning.before construction comnd me .. balding cempanent.Applicability of design parameter.and pope, y�,. 2.2x4 comprsatlon web bracing mast be installed where Moven+. incorporation of component b the responsibility of the building designer. ''"0 ' 14 n 4 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords to be lalerolty broutl el V Is 1st responsibility of the erector.Additional permanent bracing of T o e and al 70 we.such unless braced throughout mel,length by DATE: 10/11/2016 the overall emotive N the responsibility Ime bulldi Dr Impact sheathing en aueh ea ptywoad al,sdsheatwhere and/or tlrywal(BC). R' P.1'I{ N o ng designer. 3.2a bridging or lateral bracing required where shown e e fl s.. SEQ.: K2 4 5 9 3 8 0 4.No load should be applied to any component until ager all bracing and 4. tion aims Is the responsibility pithsrespective contractor. fasteners are complete and at no time should any bDesign ads greater then 5.Design assumes susses ire to IN used in a noncorrosive environment, der bads be applied to anyM. end are for"dry condition"of use. TRANS ID: LINK sipplI• compone 5.CompuTmeMsnocontrol over and assumes noresponsibility for the 6.Dertineadome.faAheanng Nallwppart.Nhown.Bhlmorwadgeif EXPIRES: 12/31/2017 fabrication,handling.shipment and Installation of components. eery. 7.Desishmesatted adequatefaces is provided. OCtoh@r 11,20 16 6.Gila design is famished subject b me limitationsmlt.limitationssat forth by 6.Platede a shat he batted on bah facce es of hues,and placed no their conte, TPW4TCA b BCSI,copies of which ail be furnished upon request. linea coincide 04th)Dint center Inc.. 9.Digits indicate sin of piste In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cil=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2114) 400 1-6=(-436) 1572 6-2=( -169) 989 BC: 2x6 DF SS 2-3=(-1148) 260 6-7=(-432) 1553 2-7=( -892) 256 WEBS: 2x9 DF STAND; LOADING 3-4=( -217) 249 7-8=(-251) 805 7-3=( -348) 1669 2x9 DF #14BTR A LL = 25 PSF Ground Snow (Pg) 4-5=) 0) 0 3-8=(-1528) 413 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -227) 201 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 193.8)+DL( 117.8)= 261.5 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 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -390/ 1966V -169/ 339H 5.50^ 3.15 DF ( 625) Single member as shown. 12'- 1.0" -487/ 1967V 0/ OH 5.50" 3.15 DF ( 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. " For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4-01-12 3-10-10 3-08-14 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 1 f 1'1' MAX LL DEFL = -0.027" @ 4'- 0.0" Allowed = 0.558" MAX TL CREEP DEFL = -0.066" @ 4'- 0.0" Allowed = 0.744" 12 M-1.5x3 6 9.00 V -! MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.011" @ 11'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x6 End vertical(s) are exposed to wind, Truss designed for wind loads r^ in the plane of the truss only. io 0 N O M-3x6 2 2AiP .11 ,,'\.. 0 7.1 I i MI ' 111E11 l''''' r. 6 7 " 8 I M-5x10 M-3x6 -M-6x6 M-6x8 y 4-00 y 3-08-19 y 4-04-02 y 4��� PROFt �89200PE �'` JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - HGIRD Scale: 0.3131 00101 ,. WARNINGS: GENERAL NOTES, unessdherwbenoted p OREGON Gfj 1.Builder and erection"'Wader should be advised dal General Notes 1.This design Is based only upon the parameters shown end h for an individual Truss: HGIRD end Wemings before contrudbn commences. building component.Appikebillty or design parameters and proper A NO' 2.204 compression web bredng mud be Instated where shown e, Incorporellon of component Is the rosponsibptiy of me building designer. �ir ) '7 14 A 3.Additional temporary bracing to Insure stability during construction 2.Deign assumes the top end bottom dross is be laterally bread at `�,/ C•' la the reeponsiblRy of the erector.Additional permanent bracing of 2 ntinuousoc.and as sheathing Such as eplyycoed aheathng(Tly unless O and/or drywallB byhout their length 1✓ F R, j tr DATE: 10/11/2016 the overall structure a the responeibp8y mine building daeigner. 3.Se Impact bridging or Ward bracing required where ahevm o v SEQ.: K2459381 4.No bad should be applied to any component until after all bredngend 4.Installation nstDesiInee�mtresIsstheres ab�.buslyyem.respective contractor. fasteners are compete and at no time should any bads greater than ironment, end gra assumes trusses of to b e. TRANS ID: LINK design bait be applied to any component. B.Design mimes dry en bearing al all supports shown.Shim or wedge if 5.CumpuTrus has no control over and assumes no respansibllit forme mummy. �{ I,, .I.I EXPIRES. 12/31/2017 fabrication.handling,stdpment and installation of component.. 7,Design nuns.adequate drainage a provided. October 1 1,20 6 8.This design Is furnished subject to the limitations set forth by a.Plate.shall be located on both faces of truss,and placed so their center TRIM/7CA In SCSI.capes of which MN be furnished upon request. lines coincide with joint center lines. 9.Digits indicate dz.of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For'ANN connectorpate design values sea ESR-1311,ESR-1885(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" ICONS 2• flesign cherkrd for net(-5 psf) uplift at 24 'oc spacing,' TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND system and components and cladding criteria. LOADING Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-=1.6, End vertical(s) are exposed to wind, M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads vertical members (uon). in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-05-09 0-03-12 T T f 12 4.00 M-1.5x3 I to N O I Cd N in 1 II ��������������������������������������������A O M-3x9 M-1 55x36 ) ) ) 1-00 5-09 ,W) PROA ., 619 <c:;• ‹GINE R /c3 :9200PE r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — I1 � '......: Scale: 0.6929 /�&.., WARNINGS: GENERALtinIsNOTES, uMaupotherwise parameter �� OFEGON1 �40 7.Sahara and grab,contractorshould oo be advised of all General Notes I.This design Is onset only upon the parameter shown and b or an individual Truss: I I and Wambgs before aonawdbn commences. building component.Applicability of design parameters and proper �,r( \t‘ ` 2.294 oompreselon web bracing must be Installed where shown 4. incorporation of component M the responsibility of the bullring designer. rO 7 y 14 n �y.. S.Additional temporary bracing to Insure stMBSy during construction 2.Design assumes the top and bottom chords to be laterally braced et S/ Ay G y Is IM rosponstbllty of the erector.Additional permanent bracing o/ 2 so.end at IP c.c..005..sly Wass braced throughout their length by �yy}+w.,, DATE: 10/11/2016 the overdo structure h the responsibility f the bulltli contlrpact sheathing or ouch as plywood sheathing(TC)where a and/or arywal(BC). - ^/ R R I I- o ng designer. S.Zr Impact bdagmg or lateral bracing required shown,it SEQ.: K2 4 5 9 3 8 2 4.No load Mould be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respedNe contractor. fastener aro complete and at no time Mould any loeds grater than 5.Design assumes wanes are to be used In.non-corroele environment, design baa be applied to any component. end aro for'dry condition.of use. TRANS ID: LINK tl S.Desiss Design aumeeful ppM bearing at al supports own.Shim or wedge if 5.CompuTma has no control over and assumes no responsibility form. necessary. �{ I EXPIRES: 12/31/2017 fabrication,handling,shipment end InM.11etbn of components. 7. sign assumes adequate drainage la provided. October I 1,LO 1 6 6.This design is furnished subject to the limitations Oct forth by S.Plates Mal be located on both faces of trues,and plead so their center TP WOTCA In SCSI.copies of which will be famished upon request. Anes coincide with Joint center linea 9.DION indicate size of plats In inches. MiTek US nc/Com T sSo a+7 A,I pU fU Software .6.8(1 L)-E 10 For basic connectorplafadesign values ESR-1 3i1 ESR-7 BBS(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 81&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION NOTE:DESIGN ASSUMES SHEATHING POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION TO ONE FACE. SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4-10 4-10 T T T 12 12 IIM-4x4 9.00 7 9.00 2 /11111111N -s, .4- o o I I` r r 0 0 I I ti ti 4 5 cGO PR O7'. �U C��ca t.NGIN �, �0� y 1-00 l 9-08 y 1-00 y ' 89200PE r" JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — Ll41, Scale: 0.9796 ,.` w.✓ Cr WARNINGS: GENERAL NOTES, unlessotherwhe noted r.a'� C 7.Builder and median contractor should be advised of all General Nates 1.This de6gn Is based only upon the parameters shown and Is for an Indindual 7 OREGON L4p Truss: Ll and Warnings before construction commences building component Applkablllly of design parameters and proper L. 1j� Z \bB A.. 2.244 compression web bracing must be inatelied where shorn+. incorporation of component Is me responsibility of the building designer. /� 14 3.Additional temporary biking to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced H '�,/ Is the respomlbgty of the erector.Additional permanent bracing of 7 o.c end at 10 no.respectively unkes braced throughout their length by DATE: 10/11/2016 the overall structure la the ro dbWy of the building designer. continuous sheathing such ail acngre required a where s owor tlryweB(BC). I 1 1'��,,; Won 3.2a Impact bridging or talent bracing required wbere Mown++ 7-1 1 SEQ.: K2 4 5 9 3 8 3 4.No load should be applied to any component until after all bracing and 4.Installation of Was la the reaponelbgly of the respective contractor. fasteners era complete and at no time should any loads greater then 5.Design assumes trusses ere to be used ina non-corrosive environment, TRANS ID: LINK deagn toed,be applied to any oempenent end ere ten dg nendilen 5!uee. 5.CompuTnro hes co control over and assumes no responsibllity for the 6.Design assumes tkl bearing at al supports Mown.Shim or wedge If I., EXPIRES: (/y>!J 01"7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. October 11,2016 /x7.11. Ll1I S.This design is Wished subject to the limitations set fort by B.Plates shall be located on both faces of Na..,end pieced so their center TPBMTCA In SCSI,copies of whkh nil be fumiehed upon request. Ines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(10-E I ForDigb sic connector lin inches. P7 B. Dor beak cote sire plate design c aches sea ESR-1311,ESR-1986(MiTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2372) 438 4-5=(-1896) 2082 4-1=(-2192) 390 5-3=( -639) 2330 I BC: 2x6 DF SS 2-3=(-2372) 438 5-6=(-1896) 2082 1-5=( -639) 2330 3-6=(-2192) 390 WEBS: 2x6 DF 62; LOADING 5-2=( -932) 2070 2x9 DF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 297.1)+DL( 222.1)= 519.2 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"01. UON. 0'- 0.0" -600/ 3239V -2000/ 2000H 5.50" 5.17 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -600/ 3239V -2000/ 2000H 5.50" 5.17 D£ ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Jr ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 f) uplift at 24 "o spacing. c i 99 9 Ps P c P 9• 9" oc in 1 row(s) throughout 2x9 top chords, 9" o n 2 row(s) throughout 2X6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.025" @ 9'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x4 webs. MAX TC PANEL LL DEFL = 0.045" @ 2'- 9.2" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.009" @ 0'- 2.7" 4-10 4-10 MAX HORIZ. TL DEFL = -0.004" @ 0'- 2.7" 1 I 1 12 12 'COND. 3: 2000.00 LBS SEISMIC LOAD. 9.00 17 M--4x6 'S 9.00 Design conforms to main windforce-resisting 2 4.0" system and components and cladding criteria. El Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 1 iiiIIIIMOft\ M �_� M ti t N [ ® O ® a W �~ u7 4 T 5scaT:det6 M-3x8 M-7x10 M-3x8 l vi l 4-10 4-10 y 9-08 y NC;S Gp 9e 2C/Q 89200PE JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - LGIRD / . Scale: 0.9130 ,.."-4,111 /�, WARNINGS: GENERAL NOTES, unlessotherwae noted mshown OREGON r"A� I.Budder and erection contractor should be advised of ad General Notes 1.This design is based onig M upon the parameters own end a for an individual -$7 y� 44/ Truss: LGIRD and Warnings before construction commence.. balding component.Appihsbility or design parameters and proper �d Vs t 2.2x4 compression web bracing must be Retailed where shown+. Incorporation of component Is me respanAbdtiy of me budding designer. �/) y 1A /T�� ry+. 3.Addtllenel temporary bracing to Insure stability during construction 2 Design assumes the lop end Sodom chores to be IateralN braced at ''CJ Y f+ 1 is the responsibility of the erector.Addilonal permanent bracing or 7 continuous and at eaICY hio.n.rcash cc ply unless braced((C)throughout and/or y length by -R R 10- DATE: 10/11/2 016 the overall structure Is the responalbq f the buiding designer. 2 ddging or der l b acingre uirsd trera s own+drywsA(BC). M c 3.In Impact Sof roseIsthe areoneibdftyofthe respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes mosses are to be used In s nen-corrosNe environment, a.m.,'dads be applied to any component, and.re for"dry condition.of use. TRANS ID: LINK B.Design assumes MIbearing atall supports shown.Shim orwedge if EXPIRES: 12121/2017 5.CompuTrva has no control over and assumes no responsibility for the mmmry. abmcaldn,hendlmg,shipment and installation ofcomponents. T.Design mums adequate drainage is presided. October 11,2016 S.The design Is furnished subject to Aro Imitations set forth by S.Pates shall be located on both faces of truss,and pieced so their center TPIM/FCA in BCS.copse of Which vdd be furnished upon request. Ilnee coinode with joint center lines. 9.Digits indicate erre of plate in inches. Wee USA,lam/Compel-rue Software 7.6.8(1 L)_E to.For basic connector plate design values see ESR-131 t.ESR-195E(belch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF p1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 BC: 2x4 IF M1&BTR SPACED 29.0" O.C. 2-3=(-76) 69 WEBS: 2x9 DF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 386V -22/ 68H 5.50" 0.62 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 DF ( 625) M-1.5x9 oI equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Vertical members (tors). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. h7ND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP "" For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.077" @ 2'- 11.1" Allowed = 0.972" 5-05-04 0-03-12 ,r f MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 12 4.00 17 Design conforms to main indforce-resisting system and components and cladding criteria. M-1,5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -� load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads • in the plane of the truss only. N N N L -..‘.11111111111111111111111111111 p -/ 2►� 5 M-3x9 M-1,5x3 l y y 5-05-04 0-03-12 l l l 1-00 5-09 ‹(,?% ��a P OF Fss 9200PE JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - I2 411,1=Scale: 0.5715 WARNINGS: GENERAL NOTES, unless otherwise noted: tr �,/1V ^"4 1.Builder end erection contractor should be advised of a1 General Notes 1.This design is based only upon the parameters shown and la for an Individual OR Truss: 12 and Warnings before construction commences, building component Applicability of design parameters and proper 2.204 compression web bredng must be Installed where shown+. inwrporstlon of component h me roeponibAMy of the building designer. �/'r/� � `2P 41. ` 3.Additional temporary bracing to Insure stability during constnx.1lon 2.Design assumes the top and bottom Malls to be laterally braced at '�/ ` by Is the responsibility f the erector.Additional permanent bracing of c'ntinc.and et sheathing1h.c.Arches ply wood s braned)Tc)a d/r dryeir length). MER R..I�� ° 20 ling.tM ing later l b plywood e Mee where sand/or drywaN(BC). I' DATE: 10/11/2016 ill overall strucMe is ill rsepanelbNlly of the bugling designer. 0.20 Impact lending or lateral bracing required where Mown.. SEQ.: K2459385 4.No bad should be applied toany component until after all bracingand 4.Installation enure isthe reaponibllfyofthe respedwecontractor. fasteners ere complete and at no time Mould any bads greater then 5.Deign assumes trusses are to be used In a non.corroens environment, and are for"dry condition'of use. TRANS I D: LINK deign loads be applied to any component. 5.CompuTms has no control over arta assumes no responsibility for the B Deign neceuaassumes fun bearing at el supports Mown.Shim or wedge if {{�� .I.1 EXPIRES: 12/3112Q17 fabrication,handling,ehlpnrsnt end Installation of components. 7.Deign assumes adequate drainage b prodded. OCtOVP,r 1 1,2016 S.This deign Is fum:Med aubJed to the limitations set forth by S.Plates shat be located on both faces of truss,and placed ss their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint canter linea. 9. f plate in es. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.Ford/sits c connectocate REe rpta a deign vel Sinn values see ESR-1311,ESR-10513(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-30) 32 3-5=(-144) 117 BC: 2x4 DF N16BTR SPACED 24.0" O.C. 2-3=(-62) 44 WEBS: 2x4 DF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 350V -18/ 57H 5.50" 0.56 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -22/ 191V 0/ OH 5.50" 0.31 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I-, BOTTOM CHORD CHECKED FOR IO PSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.244" 4-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.028" @ 2'- 5.1" Allowed = 0.366" T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 4.00 2 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4 -/ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads A in the plane of the truss only. ,n 1 0 1 "+ N Mo 1NligldIIIIIIIIIIIIIIJA -/ I 0 2 5 M-3x4 M-1.5x3 y ci l 4-05-04 0-03-12 1 ), l 1-00 4-09 'tilik P R OP�,,s I co 89200PE JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - I3 `, ',/ '' Scale: 0.6038 WARNINGS: GENERAL NOTES, unless otherwise noted MI6 OREGON "'4 1.Balder and erection contractor should be advised o1 al General Notes 1.This design Is based only upon the parameters shown and Is for an individual / �/_ l�� Truss: 13 and Warnings before construction commences. building component.Applicability of design parameters and proper f.. -°pat `r'c 2.244 compression web bracing meet be installed where shown*. Incerpontlon of component Is the responsibility of the building designer. /� 1 9-.°� �..}, 3.Additional tamstability g construction 2.Design mantes the top and bottom sherds to be laterally braced at r© 4 1 perary bracing b Insure tlunn Z o.c.end at la o.c. y unless braced throughout their length by Is the responsibility of the erector.Aedsuch plywood shoe Ing(TC)and/or dryvval(BC). -IlleP!l l� Mt 1 DATE: 10/11/2016 the overall structure Is the respon°Iblity of the building designer. 3.2x Impact bddging or lateral bracing required where shown** SEQ.: K2 4 5 9 3 8 6 4.No mad should be applied to any component until after all bracing and 4.Installation oltties Is the responsibility of the reapedlw contractor. fasteners are complete end at no time should any mads greater than 5.Design sesames trusses ere to be used in a noncorrosive environment, design bads be a II d to an m m. and are for"dry condition"of use. TRANS I D: LINK ret PP° over p°^° 6.Design waives NI bearing at al supports shown.Shim or wedge if EXPIRES: S 12)3 /ry 7 B.Compurnn has no control over and assumes no responsibility for the necessary. �{ 1,� .1 GAfq QREt.3. G/'.s]�7 GQ 7 fabrication.handling,shipment and installation of components. 7.Design mum..adequate drainage Is provided. October 1 1,20 16 6.This design C furnished subied to the limitations set forth by e.Plates shag be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which veil be furnished upon request, lines coindde with(Dint center lines. 9.Digits indicate size opplleleimlMsa.MITek USA Inc.ICom uTrus Software 7.6.8(1L)-E 10.Dor bade connector n design e see ESR-1317,ESR-1858(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-00-00 MONO HIP SETBACK 2-03-08 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR 9-00-00 GIRDER SUPPORTING 11-02-08 1-2=(-467) 110 1-4=(-97) 346 9-2=( -13) 154 BC: 2x8 DF #2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-346) 99 4-5=(-29) 38 9-3=( -84) 354 WEBS: 2x9 DF STAND 3-5=(-268) 129 LOADING TC LATERAL SUPPORT 24"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 2'- 3.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LL( 53.6)+DL( 15.0)= 68.7 PLF 2'- 3.5" TO 4'- 0.0" V 0'- 0.0" -139/ 618V -20/ 40H 5.50" 0.99 DF ( 625) BC UNIF LL( 0.0)+DL( 21.5)= 21.5 PLF 0'- 0.0" TO 4'- 0.0" V 9'- 0.0" -165/ 536V 0/ OH 5.50" 0.86 DF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 115.1)+DL( 78.3)= 193.4 PLF 0'- 0.0" TO 4'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 24.7)+DL( 6.9)= 31.6 LBS @ 2'- 3.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.003" @ 2'- 0.0" Allowed = 0.154" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.005" @ 2'- 0.0" Allowed = 0.206" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" 1-11-11 2-00-05 MAX HORIE. TL DEFL = 0.000" @ 3'- 10.3" 4 f +31.60# f 12 Design conforms to main windforce-resisting 9.00 7 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads in the plane of the truss only. 2 M-3x4 3 dio 0 1 l0 0 -, i 1110M_ 4 5 0 M-3x4 M-3x4 M-1.5x3 l 1 l 1-09-11 2-02-05 l y 4-00 fi 8 200PE { JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - IGIRD "1, / . Scale: 0.5947 -/-y. Bo i WARNINGS: GENERALNOTES,I. unless on 5,.pa iniad 7� OREGON * 40 1.Builder and erection contractor should be advised dad General Notes 1.This design Is based only upon me parameters shown and h for an Individual VV'V l� Truss: IGIRD and Warning.before constmdion commences. building component Applicability of design parameters end proper a 2.254 compeeabn web bradng must be Installed where shown a. Incorporation of component Is me responsibility of the building designer. <O "7)ew f't L 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom dards to be laterslb/braced at ri' 11... h the responsibility of the erector.Additional permanent bracing of conT o.c and et 10 o c.respectivety unless braced throughout td,yeir length by (� R �� DATE: 10/11/2016 me overall tincture Is the esponsibftty of the building designer. 3.2x impact bridginginuous or lateral brawch as plywood r required where shown and/or srywaq(BC). ^� SEQ.: K2459387 4.No load should be applied to any component until after.))bradng and 4.Installation of trues Is toresponsibility eynfthe respective contractor. environment, fasteners are complete and at no time should any mads geater than gn assumes are toin a design beds be applied to any compasent end ere for"dry condition"of use. TRANS I D: LINK 5.Compol urs Ma a control over and seam no raapone b Indy for the A Design esumea full bearing at all supports shown.Shim or wedge If �y EXPIRES: 12/31/2017 wwwm fabdcatbn,handling,shipment end Installation of components. 7,Design assumes adequate drainage h provided. October 11,20 16 S.This design is lumis ed subject to the limitation set forth by B.Plates shall be located on both faces of truss,and placed so their cellar TPW.tTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.81L E B.Digiti Indicateectrltd Inign es. values( } 1o.For basic cote sin.of pate in Inn dee ESR-1311,ESR-7 g88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=0) 0 BC: 2x9 OF #16BTR SPACED 24.0" O.C. 2-3=(-63) 33 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 295V -18/ 67H 5.50" 0.47 DF ( 625) 1'- 10.9" -25/ 42V 0/ OH 1.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -18/ 24V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" ,r ,r MAX BC PANEL TL DEFL = -0.001" @ 1'- 3.1" Allowed = 0.092" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -s (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),' load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti I ►� 4►t M-3x4 l 1 l 1-00 2-03-06 kROVIDE FULL BEARING;Jts:2,9,3 I [y/'� �(N O P R O,K'-r, 89200PE �r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - IJ1 , Scale: 0.6696 'x ; raw. WARNINGS: GENERAL NOTES, unless olhe,oiee noted: + 1.Builder and erection contractor sThis ctor odd be advised of all General Notes 1. s design Is based only upon the parameters shown and a for an individual OREGON 44// Truss: IJ1 and Warnings before construction commences building component.Appllabillty of design parameters and proper a /` 2.204 ampreaion web baring must be installed where shown+. In of component la the reeponibANy of the building designer. � +914 2 ` temporary bracing to Insure Hablllty during construction 2.Deign assumes the top and bottom chordto be laterally bated al 3.Additional tempoL Is the rosponalbaty or the erector.Additional permanent bracing of Z me.and at 1B o c respectively unless braced throughout their length by 44eR R i L, continuous sheathing such as plywood ehsathing(IC)and/or drywall(BC). DATE: 10/11/2016 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 4 5 9 3 8 8 4.No bad should be applied to any component until alter all bracing and 4.Installation of trues Is the responsibility of the respective antrador. fasteners are amplete and at no time should any bads greater than H.Design assumes toe's.are to be used In a non-corrosive environment, TRANS ID: LINK design pada be applied to any component. and are for"dry condition"of use. 5.ComWTaahas no anal over and assumes no responsibility for the 6.Deign assumes MI bearing at as supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. 7.necessary, esign assumes adequate drainage is provided. October 1 1,201 6 8.This deign is famished subject to the limitations set forth by B.Plates shall be bated on both faces of trues,and placed as their center TPI,TCA in 8101,copies of which ell be furnished upon request. linea coincide vdth)abl center lines. MiTek USA,Inc./Cam uTfUa Software 7.6.8 dL E 9.Digits Indeed ales of plate M Inches. P ( )- 10.For basic connector pile design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" VOND. 2: Design rherked for net(-5 psfl uplift at 29 "oc spacinn. I TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF lel&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 DF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=9.2,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 = 42.0 PSF load duration factor=l.6, Truss designed for wind loads NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. ALL FLAT TOP CHORD AREAS NOT SHEATHED I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. considered for this design. 3-06-11 �1-00-10 3-06-11 3-06-11 0-08 1-00-10 0-08 3-06-11 T ' T T T T 3-01 3-01 T T T T 12 12 9.00 7 ' 9.00 M-9x6 ' Nh..M-4x6 TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS ,,, SHOWN.SEEINDUSTRYSTANDARD PIGGYBACK TRUSS CONNECTION DETAIL Al`IFORCONNECTIONTOBASETRUSS.2-08-03io �.. -,(o c M-3x4 M-3x5 M-3x5 M-3x4 y l b 1 3-04-15 2-08-03 3-04-15 ly- ,� Q PRQp s 0-02--03 8-02 0-02-03 co ‘AGINE /0 89200PE JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — P2CAP ; .�� Scale: 0.9865 ,y-- [ ^ WARNINGS: GENERAL NOTES, unless otherwise noted + OREGON #'C'* 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual .ayR y� S4i Truss: P2CAP and Wamingebefore construction commences. building component.Applicabiliyofdesign parameters and proper 7/� 4, Z�,ots �A.. z.5,4 comprexlon web bracing mast be Installed where mown.. Incorporation of component Is the responsibility of building designer. /Q 7 4 3.Additional temporary bracing to Insure stability during csNiruction 2.Design assumes the top end bottom cholla to be laterally braced at '.J yI}r�. "�Y Is the responsibility of the credo,.Addblonal permanent bracing of r Mewo s sheat ing ruches unless ood al e.thing(TC)and/or drywallBCced throughout their Isngth). '"�R R I IA' DATE: 10/11/2016 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. SEQ.: K2459389 4.No bed should be applied to any component until ager all bracing and 4.oro oIonoftftraNIssthe..spon•billhrydmhereeapeuuuec rroaNe contractor. fasteners are complete and at no time should any loads greater then ironment, andgra assumes dry trusses ere to b. TRANS I D: LINK design loads be applied to any component. 6.Design manes MI bearing at aU supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility forme neoewwy. EXPIRES: 12/31/2017 tabdcatIon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 11,2016 e.This design le Nmiehsd tabled to the limitations set forth by B.Plates shag be located on both faces of truss.and placed so their anter TPWJICA In SCSI,copes o/which MI be furnished upon request. Anes coindde with Joint center lines. 5.Digits Indicate size of plate In Inches. MITek USA Inc./CompuTrus Software+7.6.8(1L)-E 10.For basic connector pled design values see ESR-1311,ESR-19613(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #13BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #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( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Sable end truss on continuous bearing wall UON. 4-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION NOTE DESIGN ASSUMES SHEATHING POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION TO ONE FACE. SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4-10 4-10 T T 1' 12 RIM-4x4 12 12.00 v 2 "J 12.00 411h f u1 N ti r fllIlllh o0 ) 1 l b `•. NGIN�fie !qt, 44 II 1-00 9-08 1-00 4:t- 89200PE r"' JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — N1 .-""'." Scale: 0.4121 Truss: N 1 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 1.0✓ 1.Builder and erection contractor should be advised of al Is General Notes 1.This design based only upon the parameters shown and la for an Individual and Warnings before construction commences. building component Applicability of design parameters and proper �ire ' \tfs `/ 2.254 compression web bradng reset be Installed where shown.. Incorporation of component is the responsibility of the building designer. /�^ "1 l �y L 1�..a,., insure stability during construction 2.Desitin assumes the tap and bottom chorda to be laterally braced at 3.Additional temporary bracing to i 'V i 1s the rosponsibipty of the erector.Additional permanent bracing of T o.c and at iP o.c.respectively unless braced throughout their length by DATE: 10/11/2016 the overall structure la the responsibility f the building M continuous sheathing or such as pywnod Mee where and/or dryw.l(BC). eany Ily o p signer. 3.2t Impact bodging a lateral bracing required where ice nes•a ILA - DATE: SEQ.: K2 9 5 9 3 9 0 4.No load should be applied to any component any after all bradng and 4.Installation of buss to the responsibility of respective contractor. fastener.are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design padsbe aanooidtoany component. .ndararor^dyconagioingate 5.Comp:Mid hes no control over end assumes no responsibility for the 8.�egn�aawmaa NII bearing al ail wppona shown.Shim or wedge If C\/i'y ry EXPIRES: 12/31/2017 )ry ry tri ry�'} fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 11,,2M10r16f1Lt7 1 L } 1 G 11 / 8.This deign ie furnished subject to the Imitations eat forth by 8.Plates shall be located on both faces of truss,and placed w their center TPBWfCA in SCSI,copies of which will be furnished upon request. Ince coincide with joint center lines. 9.Digits indicate size of plata In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L}E 1O.For biked connector plate design values see ESR-131/.ESR-198.(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -8) 103 6-7=(-178) 190 6-2=(-533) 192 BC: 2x4 DF #16BTR SPACED 24.0" 0.C. 2-3=(-499) 84 7-8=( -57) 74 2-7=( -21) 299 WEBS: 2x6 OF STAND; 3-4=I-499) 119 7-3=( 0) 273 2x6 OF #2 A LOADING 4-5=( -8) 103 7-9=1 -21) 339 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-533) 234 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -85/ 555V -155/ 155H 5.50" 0.37 DF (1485) 9'- 8.0" -85/ 555V 0/ OH 5.50" 0.37 DF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" 4-10 4-10 MAX TL CREEP DEFL = -0.002" @ 10'- 8.0" Allowed = 0.133" ,f I 1f MAX TC PANEL LL DEFL = 0.031" @ 2'- 9.2" Allowed = 0.330" 12 12 MAX TC PANEL TL DEFL = 0.083" @ 2'- 9.2" Allowed = 0.496" IIM-4x4 9.00 7 9.00 MAX HORIZ. LL DEFL = 0.007" @ 9'- 5.2" 3 9.0" MAX HORIZ. TL DEFL = 0.012" @ 9'- 5.2" InDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 z � M-3x9 7 /- -/� M-52(168�8 ,j N N ,-I 1 ti I I r A, r o o ti N 6 � �I' e* ** M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 l l 1 l l 1-00 4-10 4-10 1-00 PR Q 89200PE v JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - N2 ! /�-" , Scale: 0.3871 1++ WARNINGS: OThi.d NOTES, unless otherwise eparamete 7/ OREGON 1.Builder and erection contractor should be advised of al General Notes 1.This tlesign is based Dory upon the parameters shown and is for an Individual OREGON t V Truss: N2 end Warnings before construction commences. building component.Applicability of design parameters and proper // s z.2e4 compression web bracing must be installed where Bonn*. incorporation of component k the responsibility of the building designer. 1) "7 /it f10� 4 3.Additional tem bract to Insure stability during construction z.Design ad ID me top and bottom chords to be laterally braced.t 'C,/ Y' L FII, temporary 7 o.c and al ea Mop rsspectNely unless braced throughout their length by is the responsibUity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). . �R RIO- DATE: 10/11/2016 the overall structure Is the responMAW of the building designer. 3.W Impact bddging or lateral laming required where shown v e SEQ.: K2459391 4.No load should be applied teeny component until sEer all bredng and 4.Instillation truss �Wss the earebabu lsadlnty of the respema tNeecontractor. 5.In fasteners are complete and at no time should any loads greater thangneaoft design beds be applied to any component. and are for"dry condition of use. TRANS ID: LINK 6.DeignassumesMIbesnngealsupports shown.Shim orvndgeif EXPIRES. 12/31/2017 5.Com Trus hes no control over and assumes no responsibilityfor the ,� febrlcetinn,handling.shipment and!negation of eomponenis. 7.Design easumes adequate drainage I.provided. October 11,20.I 1 6 8.This design Is furnished subled to the limitations set form by 8.Plates shall be tented on both facet of truss,and placed so their center TPbWICA in SCSI,copies of which 04I be furnished upon request. Ines coincide with joint center lines. 9.Digits indicts size of plate in inches. MiTak USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plebe design values see ESR.131 t,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 fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF N1&BTR; LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. 2x4 DF 2900F Ti, T5 SPACED 24.0" O.C. BC: 2x9 DF N160TR Design conforms to main windforce-resisting WEBS: 2x4 DF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads NOTE: 2x4 BRACING AT 29"OC UON. FOR in the plane of the truss only. ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP &ote:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. M-1.5x9 or equal at non-structural vertical members (uon). 15-10-03 5-03-10 15-10-03 T T T T 7-11-12 7-03-15 0-06-08 5-03-10 0-06-08 7-03-15 7-11-12 T T T T T T •1 1' 15-06 15-06 4 T 4 4 12 M-4x6 6 6.\M-6x6 12 9.00 7 , 9.00 MSHS-5x100(5) " II"' iS.4_ M00_55b0 47 JI1!i \ rl 1 (5) o ,411t1 M-115x3 Df M-1.5x3 M-3x8 M-3x6oo M-9x6 M-3x5(S) M-4x6 j 7-10 y 7-03-15 y 6-09-15 y 7-02-03 y 7-10 y �J sk'" plio/4 y sc Sl`1Cj17-00 20-00 y y y , � ©�. 1-04 37-00 1-09 ' 89200PE• 17 JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - P2FW Scale: 0.1872 �>'.. /y� WARNINGS: GENERAL NOTES, unless otherwise noted: 0` � 0, ••N k' 1.Builder and erection contractor should be advised of al General Nates 1.This design h based oMy upon IM parameters shown and h for an Individual Truss: P2FW and Warnings before oonsbuction commences building component.Applicabilay of design parameters and proper L. 4 {k A. 2.Dt4 compression web bracing mud be inhaled where shown+. Incorporation of component la the raapondblily of the building designer. "7 A`$ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +�,/ �.4 L1 is the responsibility of the erector.Additional permanent bracing of r continuous end d sheathing o e.rs such as ply unless braced(TC)an f their length by E'R R.. �'- DATE: 10/11/2016 the overall dnxfuro la the ro dbgl al the building designer. continuous bridging ng such as plywood ahsaUing(TC)ardor drywell(BC). Wan Y g 3.tet Impact bridging or lateral bredng required where Mown.v SEQ.: K2 9 5 9 3 9 2 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater men 5.Design Issues.trusses are to be used ina non-corrosive environment, TRANS I D: LINK design beds be applied to any component. and are for"dry condition"of use. (�1 ry� 5.CompuTrus hes no control over and assumes no responsibility for the 8.necessary.mss NI bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 2 Jr}y/ry(T.I'7 labdcalhn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 11,201611 ILLil! Gil I7 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be located on both laces of truw,and placed so their center TP WWTCA In SCSI,copies of which v41 be furnished upon request. Ines coincide with joint center line. 9.Diggs Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 LK 10.Far basic connector plate design values see ESR-1311,ESR-1958 Web This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cit=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-501) 141 4-5=(-152) 160 4-1=(-377) 169 5-3=( -43) 325 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-501) 158 5-6=( -53) 73 1-5=( -22) 301 3-6=(-377) 186 WEBS: 2x4 DF STAND; 5-2=( -7) 273 2x6 DF #2 A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 42.0 PSF 0'- 0.0" -49/ 406V -131/ 131H 5.50" 0.27 DF (1485) 9'- 8.0" -49/ 406V 0/ OH 5.50" 0.27 DF (1485) LL = 25 POE' Ground Snow (Pg) ." For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.036" @ 7'- 0.8" Allowed = 0.330" MAX TC PANEL TL DEFL = 0.045" @ 2'- 7.2" Allowed = 0.496" MAX HORIZ. LL DEFL = 0.007" @ 9'- 5.2" 4-10 9-10 MAX HORIZ. TL DEFL = 0.012" @ 9'- 5.2" T f 1' 12 12 Design conforms to main windforce-resisting 9.00 IIM-4x4 9.00 system and components and cladding criteria. 72 4.0" Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Aw load duration factor=1.6, ��II End vertical(s) are exposed to wind, Truss designed for wind loads .41111111111111111111111111111111111111 in the plane of the truss only. M-3x9 �� M-3x9 iOWIII.IIIIIrl.1-5x8 4, I I r A r 0 0 M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 J' 1 4-10 4-10 J' 9-08 1 <�,c10 PROFFs 89200PE JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - N3 `,�/_ .- _ Scale: 0.3942 NO 1:t WARNINGS: O. deignhb, unisss uponthrwise epara .ter.ted. 1.end W and erode,contrador.h.uld be advised of.A General Nabs t The deep,h booed only upon y peramete r shown and a for an IndlVldud 9 OREGON �(�/ Truss: N 3 end Warnings before construction commence.. building component.Appllubllay of design peramelen end proper - t4 A 2.2.4 commission web bradeg must be Installed where shown 0. incorporation of component Is the responsibility of the building designer. A5 ) ...1/". 1.4 Zfl �... 3.Addebnel temporary bracing t Imre stebllay during constructen 2.Design and assu IS the top and bosom...Me to be lalenlh/brand et by is the responsibility of the erector.Additional permanent bracing of 7 el:e ou ate.o n.such..ply ones.braced(TC(and/or their length R L� continuous ridging or such as braplycing required a s ander arywaA(BC). DATE: 10/11/2016 the mead)structure Mine responsibility of the building designer. 3.9t impel bndping or lateral brad,g ngwred where shown+. S EQ.: K2 4 5 9 3 9 3 4.No load should be applied to any permanent 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 bads greater than 5.Design assumes truss.s are to be used Ina non-corrosive environment, TRANS ID• LINK design bads be applied to any component. and are Ier^dry condition"of use. 5.De 5.CompuTrus has no control over and mamas no responsibility for the Design...times nm bearing et all supports shown Shim or wedge If EXPIRES. 12/31/2017 e.This fabrication, N fulmisheddipment and wb)ed to tMstelletion of limitations.et forth bys. 7.8.Platetras,.l b Aeetedadequate beth drainage,..af�w,ed.and placed so their center October 11,2016 TPVWTCA In SCSI,copies of whkh will be furnished upon request. Ines coindde with(old center tines. 9.Dlgile indicate she of pee In Inde.. MITek USA Inc,/CompuTrue Software 7.6.8(1L)-E 10.For bask connector plete design values see ESR-7371.ESR-lase(1.57.6) This design prepared from computer input by. Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4168) 604 1-10=(-414) 3188 10- 2=( 0) 230 7-14=(-832) 3564 BC: 2x6 DF 55 2- 3=(-3790) 662 10-11=(-416) 3184 2-11=( -344) 206 14- 8=(-966) 262 WEBS: 2x4 DF STAND LOADING 3- 4=(-3634) 702 11-12=(-356) 2952 11- 3=( -102) 218 8-15=(-158) 1236 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2886) 574 12-13=(-464) 3470 3-12=( -416) 288 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-3920) 824 13-14=(-762) 4702 4-12=( -372) 2018 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-4908) 1010 14-15=(-984) 5460 12- 5=(-1438) 404 BC UNIF LL( 95.8)+DL( 85.2)= 181.0 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-6078) 1216 15- 9=(-986) 5474 5-13=( -278) 1206 8- 9=(-7112) 1340 13- 6=( -556) 2776 Jr ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2819.0 LBS @ 25'- 9.0" 13- 7=(-3232) 824 Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA \/�� 9" oc in 1 row(s) throughout 2x4 top chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) /7(�/)(\ 9" oc in 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -397/ 2834V -235/ 235H 5.50" 4.53 DF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. 37'- 0.0" -959/ 5052V 0/ OH 5.50" 8.08 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.089" @ 25'- 11.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.358" @ 25'- 11.0" Allowed = 2.406" . MAX HORIZ. LL DEFL = -0.021" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.056" @ 36'- 6.5" Design conforms to main indforce-resisting system and components and cladding criteria. 13-06 10-00 13-06 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f I f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-12 5-04-12 2-01-08 5-00 5-00 2-01-08 5-04-12 5-11-12 load duration factor=1.6, 4 I f f I I f f I inuss thedplane eoffor thewind trussoads only. 12 12 9.00 M-5x6 M-3x4 M-5x6 9.00 4 5 6 y M-3x4 M-4x6 3 M-3x4 +� +. +t M-3x4 0 NNo vl d - .n Y 1- @ �` c 1 R 10 11 12 'r 'r 13 14 15 9 p of 'M-4x4 M-1.5x3 M-3x4 0.25" 0.25" M-6x8 M-1.5x3 M-3x10 Io t� [y l l y M 7x8(s) M-7 (s) �za19# l y ",t , V [ F619 y 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 5-10 y . �,.�G,� / Vr©0. 37-00 4 89200PE 4 JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - P2GIRD /! Scale: 0.1660 .- i..12.... !"„� it WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON {,a, 1.Buker and erection contractor Ms should Bebe advised of an General Notes 1.This design based only upon theOR"( parameters Mown end is for an IndiAdual O V (J Truss: P2GIRD and Warnings before contraction commences. building component.Applkebllityofdesignparametersantlproper G 4 '\b4 s�e. 2.254 compression web bradng mat be Installed where shown e. Incorporelbn of component Is the rospontbNMy of the building designer. en< '" 14 f)/ vi yv 3.Addilonal temporery bracing to Inwro etebllEy during construction 2 Design assumes the lop end bosom chords to b laterally brand et 'r\,/ L 1 Is me respontMtily of the erector.Additional permanent bracing of 7 continuous and at ea10'o.c.such as ply unless brand(TC)and/or r dlyeir length by A,2►)•y �� continuous riging or such I b acing required Maet where ender drywe8(Bc). DATE: 10/11/2016 the overall trudure la the responsibility of the inkling designer. 3.&Impact bridging or ptenl bracing required where Mown.+ -SEQ.: K2 4 5 9 3 9 4 4.No ked should be applied to any component until after at brining and 4.Installation of truss Is the responNblily of the respective entracte,. fasteners are complete end at no time Mould any mads greater than 5.Design sesame,trusses ere to be used in a noncorrosive environment, TRANS ID: LINK 4etgn leads be applied to any component. and.re kr"dry conditionof use. 8.CampuTrus hes no control over and sesames no responsibility kr the 6.Design assumes NI bearing at all supports shovel.Shim or wedge if ,.,{ EXPIRES: 12/31/2017 2/31/201 7 hbrktion,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 11,2016 I/1 71 G 1 7 8.This design A furnished subject In the Ilmitetkne set forth by 8.Plates shall be located on both faces of was,and pieced so their confer L TPWJTCA in SCSI,copies of whkh MI be furnished upon request. Ines coincide with Joint center line. 9. innate sin in igits inc MiTek USA,Inc./CompuTrue Software 7.6.8(1L}E 15.For ban srrconnector pp sinc ie IsdesIgn values see ESR-1317,ESR-1 g66(IMTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -8) 103 6-7=(-2299) 2276 6-2=( -853) 636 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-1760) 1975 7-8=(-2249) 2276 2-7=(-1669) 1875 WEBS: 2x9 DF STAND; 3-4=(-1760) 1475 7-3=(-1103) 1337 2x6 DF 12 A LOADING 4-5=( -8) 103 7-4=(-1669) 1875 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=( -853) 636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -580/ 860V -2000/ 2000H 5.50" 0.58 DF (1485) 9'- 8.0" -580/ 860V -2000/ 2000H 5.50" 0.58 DF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Ir OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.032" @ 4'- 10.0" Allowed = 0.438" 4-10 4-10 MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" 1' 1` f MAX TL CREEP DEFL = -0.002" @ 10'- 8.0" Allowed = 0.133" 12 12 MAX TC PANEL TL DEFL = 0.083" @ 2'- 9.2" Allowed = 0.496" 9.00 p M-4x6 N 9.00 MAX HORIZ. LL DEFL = 0.047" @ 0'- 2.7" 34 0n MAX HORIZ. TL DEFL = -0.052" @ 0'- 2.7" 111 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCOL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 14_3.6 0LM-3x6 in the plane of the truss only. 2 7 /- �� M-5x10 Q� -/ 1 ti i A i 0 0 61kge a�/I �� #-4x6 M-414`6 Q 6.00 6.00 12 12 l 1 1 l ,L 1-00 4-10 4-10 1-00 y 9 oe y 4s1,;(, 619 PROFFs 89200PE JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - NDRAG Scale: 0.3871 ;.,f.•. WARNINGS: GENERAL NOTES, unless otherwise noted 1115 CC roctOREGON 1.Builder and elon contrador*timid be addwshown sed of al General Notes 1.This design Is bad only upon the parameters shoand le for an individual Truss: N DRAG end Warnings before construction commence. building condoned.Applicability of design parameters and proper I* ' I 2� Q , 2.204 compression web bradng must be Petalled where shown.. incorporation of component Is the responsibility of the building designer. "b A^( 14 . 3.AddBbwl temporary bracing b Idiots stability during construction 2.Design assumes the top and bottom chords to be laterally bred at +y/ le the rosponsiMHy of the erector.Additional permanent bracing of 2 o.c and at 10 N.c.respectively unless braced thrcughod their length by DATE: 10/11/2016 the ovelet structure Is the responsibility or the building designer. 8,Zn mita d bridgingo. gIoorr M orhal Pees eing siiredhc ere shown• g(BC) I�..I L`" W grequ SEQ.: K2459395 4.Noload eshould geee an no ornament time Mould til afteload gll reater than 4.inDesiletan gn names eees nosthess reare to besibility In a rospacros contractor. nvIron fasteners are complete and et no time should any loads greater Men 6.Design eswmes Wesss are to used In a non-cormeNe•nwlmnmsM, TRANS ID• LINK design mads be applied to any component. entlaefor"drycondklonaace. 6.CompuTms hes no control over and assumes no responsibility for the 6.Design assumes Ng bearing at al wppads shown.Shim or wedge if EXPIRES: 12/21/2017 rT/ry }f 01 7 tebneatlon,handing,shipment and installation of components. 7.Design assumes adequate drainage is prodded. October 11,2016 iG,il 1LU / 6.This design is furnished subject to the limitations set forth by B.Plates ahel be roosted on both races of trues,and placed so their center L TPW/ICA In SCSI.sept..of which will be fumthed upon request. lima coddle with joint center line. 9MITek USA,Inc./Com uTrus Software 7.6.8(114-E 0 Digit Indicate ere of plate Ininches.vel P7.DorbaIccate nef plate desinchelue.we ESR-1311,ESR-1988(Minn) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4168) 604 1-10=)-419) 3188 10- 2-) 0) 230 7-14=(-832) 3564 BC: 2x6 OF SS 2- 3=(-3790) 662 10-11=(-416) 3184 2-11=( -399) 206 19- 8=(-966) 262 WEBS: 2x9 DF STAND LOADING 3- 9=(-3634) 702 11-12=(-356) 2952 11- 3=( -102) 218 8-15=(-158) 1236 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2886) 574 12-13=(-969) 3970 3-12=( -416) 288 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0(= 64.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-3920) 824 13-14=(-762) 4702 9-12=( -372) 2018 BC LATERAL SUPPORT <= 12"OC. 110N. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-4908) 1010 14-15=)-984) 5960 12- 5=(-1438) 404 BC UNIF LL( 95.8)+DL( 85.2)= 181.0 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-6078) 1216 15- 9=(-986) 5974 5-13=( -278) 1206 8- 9=(-7112) 1340 13- 6=( -556) 2776 -',- ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2819.0 LBS @ 25'- 9.0" 13- 7=(-3232) 824 Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA \/�, 9" oc in 1 row(s) throughout 2x4 top chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) /7(v7(\ 9" oc in 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -397/ 2834V -235/ 235H 5.50" 9.53 DF ( 625) 9" oc in 1 row(s) throughout 204 webs. 37'- 0.0" -959/ 5052V 0/ OH 5.50" 8.08 DF ( 625) GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.089" @ 25'- 11.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.358" @ 25'- 11.0" Allowed = 2.406" MAX HORIZ. LL DEFL = -0.021" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.056" @ 36'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-06 10-00 13-06 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,r 1 ' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-12 5-04-12 2-01-08 5-00 5-00 2-01-08 5-04-12 5-11-12 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 12 9.00 M-5x6 M-3x4 M-5x6 5 6 9.00 01 M-3x9 NM-4x63M-3x9 All + +� 0 0 4. . 1�` 10 11 12 •A .111\6111111\h.11.- _ - x/°/A1111 ' • 13 •%1 19 15 9 p I - -4x4 M-1.5x3 M-3x4 0.25" 0.25" M-6x8 M-1.5x3 M-3x10 1 o M-7x8(S) M-7x8(5) 2819# o � s .0 r Oi$$s 1 1 l 1 l l y ,. \AGINL� /Q y 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 5-10 y �r9 �C. �j ,� 37-00 89200PE r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - P3GIRD Scale: 0.1660 ,, /4"-op w WARNINGS:uer (1E NERAL gn is unless npatweed 7I ,OREGON' .. 4VI ,. I.Budder and erection contractor ahodtl be advised of a9 General Notes I.This dastgn b basad only upon the parameters Morn end Is for an individual l/F1 �J Truss: P3GIRD and Warnings before censtnmdinn commences. building amponeM.Applicability of design parameters and proper Y 2.2x4 compreaslen web bracing must be Installed where shove+, incorporation of component h the r eponstbNlry of the buwhrg designer. /�/� 14 (t ` 3.Additional temporary bracing to Insure stability dunng construction 2.Oestgn and .1 tO the top and bottom chords to a laterally braced et 'GJ � L Is the responsibility of the erector.Additional permanent bracing of 2'AA slit at ee o c.respectively..plywood unless brand throughout BOB length by As1 i IR 19� nnuous eheambp such as plywood ahead where)and/or drywea(Bc). "! H DATE: 10/11/2016 the overall structure N me responsibility of the budding designer. 3.2.!mud bridging or leteral bruins required where shown++ SEQ.: K2 4 5 9 3 9 6 4.No loud should be applied to any component until eller all bracing and 4.Installation of truss is the naponelbety of the respedlve coMrador. fasteners ere complete and at no time Mould any loads greeter then 5.Design assumes trusses ere to be used In.non-corrosive environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTNe has no control over and.s.umes no responsibility for the 8.Design�wmes full bearing stag supports Morn.Shim or wedge if EXPIRES: 1 x11151/2017 tebe.gen,handling,shipment and installation of components. 7.oe.ign aesamas adequate drainage la provided. OC4 I.. 11,G2016RC13 1 L/]I dU / 5.This design la furnished subled to the iirnoatluns set forth by e.Plates shall be bated en both faces of truss,and Maud so their center TPW.tICA In BCSI,copies of which elf be furnished upon request. Ines coincide with Joint aster lines. 9.Dlgih indicate sire of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For bask connector plate design value.see ESR-1311,ESR-1985(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DE' SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-158) 202 4-5=(-318) 878 1-4=( -192) 68 2-6=(-1806) 522 BC: 2x6 DF SS 2-3=(-158) 202 5-6=(-318) 878 4-2=(-1806) 522 6-3=( -142) 68 WEBS: 2x4 DF STAND LOADING 5-2=( -568) 2974 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 297.1)+DL( 222.1)= 519.2 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -715/ 2819V -283/ 283H 5.50" 4.51 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -715/ 2819V 0/ OH 5.50" 4.51 DF ( 625) Jr ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF% nailsm staggered: 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.021" @ 4'- 10.0" Allowed = 0.438" MAX TL CREEP DEFL = -0.050" @ 4'- 10.0" Allowed = 0.583" 4-10 4-10 MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.5" '' 1' '1 MAX HORIZ. TL DEFL = 0.003" @ 9'- 4.5" M-1.5x3 M-3x8 M-1.5x3 f 1 2 3 - Design conforms to main windforce-resisting system and components and cladding criteria. 11,1 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1M 11 NM I load duration factor=1.6,e End vertical(s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. r r co co 0 0 I u, 1iL wO Il® u, MI 4** 5 * 6 M-4x8 M-3x8 M-4x8 y 9-10 9-08 4-10 y cJ�`� G�NE'��S' tw :9200PE 9<' JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - NGIRD ROWScale: 0.3198 -/.. WARNINGS: GENERAL NOTES, utas otherwise noted 1/ OREGON �r 1.Builder and erection contractor should be advised of al The Notes 1. e design h based only upon the parameters shown and h for en Individual 17 Truss: NGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper j Ya�� `P�, 2.2x4 ompreeston web bradng must be Installed where shown*. incorporation of ompenem is the roeponalbKiry of the building tleslgner. *"O '1 14 /�°\�-- 9.9ddEienel temporary bracing b Imre stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at L I.the roepontlmpty of the erector.Additional permanent bracing or T o.c.and et 1d o.e reepedively unless braced throughout melt length by Af' R R ,�-N" DATE: 10/11/2016 the overall structure h the responsibility or me building da 24 impact uou.stnatgl a,laterase.dng re uirewheresown+r dryweN(BC). / epon tiger 3.In Imped bar ma a lateral bredng required where shown** SEQ.: K2 4 5 9 3 9 7 4.No load should be applied to any component until after all bracing end 4.Installation of inns Is the Nspond sy of the respective contractor. o fasteners are mused and at no time should any load.greater than 5.Design assumes trusses ere to be used In a non-corroelve environment, design pada be applied to any component. and are for"drycondition'of use. TRANS ID: LINK 8.Design assumes NK bearing ataAsupportssuoMatin.Shim or wedge if 5.CompuTruehasnocontroloverendmom.noresponsibilityfortha mummy. weEXPIRES: 12L31/2[l17 febncetion,handling.shipment and Instslhtion of components. 7.Dedgn assume.adequate drainage is provided. October 1 1,201 6 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be looted on both races orlruee,and placed w their center TPVWlCA in BCSI,copies of which INN be furnished upon request. Knee coincide with taint canter line. es. MITek USA,Inc.IComuTrus Software 7.6.81L E o Digits For Isis connector ofplatehign values P ( 1 9.Por beak cafe Alec plate design inc veluee see ESR-1311,ESR-1888(MITak) This design prepared from computer input by Ali Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 9.2" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cit=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -923) 280 7- 8=(-409) 388 7- 1=(-1158) 393 9- 5=(-503) 269 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=( -318) 263 8- 9=( -78) 612 1- 8=( -317) 953 5-10=( 0) 280 WEBS: 2x9 DF STAND; 3- 4=( -669) 336 9-10=(-156) 1035 2- 8=( -65) 119 2x9 DF #1&BTR A LOADING 9- 5=( -965) 354 10- 6=(-155) 1037 8- 3=( -707) 312 LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1936) 328 3- 9=( -101) 372 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 4=( -75) 269 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) "* For hanger specs. - See approved plans 0'- 0.0" -127/ 1082V -339/ 209H 5.50" 1.73 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 9.2" -130/ 1096V 0/ OH 5.50" 1.75 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.033" @ 11'- 10.5" Allowed = 1.293" MAX TL CREEP DEFL = -0.081" @ 18'- 8.6" Allowed = 1.657" MAX HORIZ. LL DEFL = 0.014" @ 25'- 3.8" /2-06-04 / 9-06 / 13-09 / MAX HORIZ. TL DEFL = 0.024" @ 25'- 3.8" I I 2-06-04 4-09 4-09 6-06-09 7-02-07 to T T 4 4 T T Design andfcomponentsin dicladdinresisting criteria. system and components and cladding 12 12 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.00 17 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), M-5x6 M-3x4 M-5x6 load duration factor=1.6, 2 3 4 End vertical(s) are exposed to wind, �0 i� Truss designed for wind loads M-3X5 / in the plane of the truss only. ,,,,, M-3x9 ti mkvA 0 co 0 ,-1 7 e* 8 9 10 .*6 0 M-1.5x3 0.25" M-1.5x3 M-3x4 0l M-3x8 M-5x8(S) y2-08 9-02-08 l 6-10-01 y 7-00-11 y ,� ; . 4i , 25-09-04 " 89200PE JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - P4 �41110',01r.„--------- Scale: 0.1975 y�`yy..�,, ik WARNINGS: GENERAL NOTES, Mass othereee noted VO OREGON KJa'Lv 1.Builder and erection contractor should be advised a9 General Notes 1.This design Is based only upon the parameters shown and N individualfor anindividualTruss: P4 and Warning.before con.tnmtien commences. building component.Applicability of design parameters and proper 2.2x4 ampreeslon.eb bradng must be moaned where shara�*. incorporation of component is me rs.ponaml y o the building designer. !'/ '" }• 4 rL(` '4. 3.additional temporary bracing to insure stability during oonstructlon 2.Design assumes me lop and bottom chords to be laterally braced et is the responsibility of the credo,Additional per...Pt 1r441911 of Tanta.and at ea o c rdid,as sty urease bread(TC)and/or their length by M; F4 R 1 L.� DATE: 10/11/2016 the overall structure is the responsibility of the building designer, aped sheathing or suer as plywood meedsheatl here s owner dryw�p(BC). -ef! 3.in impact bridging la than.psrslb required where.hewn.* SEQ.: K2459398 4.Na load should be applied to any compoo.0 until after an bradng and 4.Installation of tons is the Nbib.s of theeerrn00ve oontredor. fasteners are complete and at no time should any loads greater then 6.Design assumes busses are a be used In a non-corrosive environment, aergn loads be applies to any component. and are for"dry condition"of use. TRANS ID: LINK a.Design assumes aN bearing.all supports m or wedge th .Shim it H.Compurnn has no control over and assumes no responsibility forme EXPIRES: 12/31/2017 n amry. fabrication,handling,shipment and Inetelaaon of components. 7,Design hewmeladequate drainage ceso trusded.s, October 11,2016 8.This design n furnished subject to the limitations set forth by B.Pates shag be opted on both face.of trvas,and placed so their cellar TPIMTCA it SCSI,copies of which will be furnished upon request, lines coindde with)elnt center lines. 9. indicatesloe opplate inches. MITek USA,Inc./Com uTrus Software 7.6.8(10-E II. For besinnonnentor plate design val ues sea ESR-1311.ES13•1 g88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 91 2-10=(-239) 1678 10- 3=) 0) 279 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2160) 462 10-11=(-240) 1677 3-11=(-475) 260 WEBS: 2x9 DF STAND 3- 4=(-1697) 494 11-12=(-172) 1348 4-11=(-156) 669 LOADING 4- 5=(-1239) 469 12-13=(-283) 1596 11- 5=(-236) 123 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-1239) 469 13- B=(-282) 1598 5-12=(-236) 123 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1697) 494 12- 6=(-156) 669 TOTAL LOAD = 42.0 POP 7- 8=(-2160) 462 12- 7=(-475) 260 OVERHANGS: 16.0" 16.0" 8- 9=( 0) 91 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -188/ 1706V -269/ 269H 5.50" 2.73 DF ( 625) 37'- 0.0" -188/ 1706V 0/ OH 5.50" 2.73 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.079" @ 18'- 6.0" Allowed = 1.809" MAX TL CREEP DEFL = -0.186" @ 18'- 6.0" Allowed = 2.906" MAX LL DEFL = -0.007" @ 38'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 4.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.042" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.070" @ 36'- 6.5" 13-09 9-06 13-09 T '� f 1' Design conforms to main windforce-resisting 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 system and components and cladding criteria. f T T T f f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-5x6 M-3x4 M-5x6 12 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 9.00 17 4 5 6 Q 9.00 load duration factor=1.6, a► _ 4, Truss designed for wind loads in the plane of the truss only. /I- M-3x9 <3x4 + 0 0 I 5x3 1b.25" 0.2 x8 M-115x3 M-3x6 \ o .<(,- PRD ass M-5x8(5) M-5x8(5) f V co l l 7-00-11 l 6-10-01 y 9-02-08 l 6-10-01 1 7-00-11 l l C . ENGIN E /Q� 1-04 37-00 1-04 \•..•..89200PE r" JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - P5 !P'" /•-- •� Scale: 0.1622 ,�,.�,'" - i"'!1t l�J� /',w 1.WABuilder GENERALiNOTES, unless tithe ise parameters 7G OREGON 4", 1.SuNtler end erection contractor should be advised of all General Notes I.This design h based onh upon the parematen shown end la for an individual if Il Truss: P5 and Waminge bebre censtn,ninn commences. building component.Applicability of design parameters end proper a 2.204 compression web bradnp must be Installed when shown+. Incorporation of component lathe responsibility of the building designer. /.0 "7 y 14 /10 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom cholla to be laterally braced at V 4' G" y('°.tat. is lire responsibility of the erector.Additional permanent bracing or Z o.loc.and H 1d o c.,such as ply anted.braced throughout they l(B) _/�siR R I' {ih/` M 20 lerpnts sheathing such l b adng re aired here s and/or dryweM(BCA DATE: 10/11/2016 the overall structure h the rosponsibAily of Me building designer. 3.20 Impact bridging or lateral bradnp required where shovel* SEQ.: K2459399 4.No Mid should be epplied is eny neepen.nl unit.s.nell bracing end 4.ptalationnitridNbsthe her.sion�.dear,.respective n acdonrnem. fasteners are compete and at no time should any loads greater than and g<assumes trusses ady condition.re use. ❑ TRANS I D: LINK de. lo.as be applied any component. Design assumes NN bearing at ail supportown.shwa.Shim a,osdge if EXPI RES: 12/31/ 2017 5.CompuTrus has no control over and assumed no responsibility for the necesss fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 11,2016 8.This design Is furnished.abject to the limitations set fort by 8.Plates shell be located on bath faces of truss,and placed so their center TPIM/PCA In SCSI,copies of which nIN be furnished upon request. Mee colndde with joint center lines. 9.Digits Indicate sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L}E 10.For bade connector plate design velum see ESR-1311,ESR-0888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 2OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #l&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 DF STAND LOADING Design conforms to main WindforCe—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, WEIRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x4 or equal at non—structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 13-09 9-06 13-09 T i' T 1' 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 1 T T T T T 1 12 12 9.0o p M-5x6 M-3x4 M-5x6 4 5 6 . 1 9.00 sas o M-3x6 +8 \ Nx6 +8 sisi \ o Ole o 1/-„ M-1,5x3 110.25" 0.25e 1z 13 M-1.5x3 0 M-9x6 M-5x8(S) M-5x8(S) u-4x6 3PR. 4- 7-00-11 6-10-01 9-02-08 6-10-01 7 el NGINES. y1-04 y 37-00 +tr *, 9 1-04 rk ii 89200PE r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X — P5FW :' fie Scale: 0.2247 Cr WARNINGS: GENERAL NOTES, unless otherwise noted.1.Builder and erection OREGON fay Truss: P5FW nd Warnings before connstructionctor euld be commences. of all General Noss bull building oo p bases only upon�parameters parameteras is for individual if flG�7 V'iI t �4/ bucking component.component is f deal 1 and /� ` 2.2e4 compression web bradng moat be Installed where shown«, Incorporellon of component N the responsibility of the building designer. �ot .) '7 y y A f}�� 4� 3.Additional temporary bracing to Insure stability during construction 2.Design saeumsa the tap and bottom Mobs to be laterally braced at S,/ 1 Y 4 1 l f f T o c end at 1G a.c.roapec8vely unless braced throughout their length by Ie the roapontlbisty o Me erector.Additional permanent bracing � �� g o continuous sheathing such as plywood aheethlng(TC)and/or DATE: 10/11/2016 the overall structure is the responsibility of the building designer. 3.2a impact bridging or lateral bracing required where shown«« SEQ.: K2459400 4.No load should be applied to any eneponset anSI after ad bredrrg end 4. iationofbuss issalhers on b�1»em.oea,poatrree nt.w�.nsM, fasteners ere complete and at no time should any loads greater then Design assumes deign leas be applied to any component. and.re for"dry condition"of a... TRANS I D: LINK B.CompuT us has no control over and aaeumas no responsibility for the S.DeNgn assumes fust bearing at ail supports shown.Shim or wedge if EXPIRES: 1 2/ 1/2017 ary. fabrication,handling.shipment and installation of components 7.Desiwgn assumed adequate drainage is provided. October 11,2016 S.This design Is furnished subject to the limitations set forth by S.Mates Mal be located on both laces of buss,end piaud so their center TPIMVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits intlkate lie of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ENR-l311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -8) 28 2-6=(-562) 691 6-3=(0) 177 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-539) 305 6-4=(-562) 691 WEBS: 2x4 DF STAND 3-4=(-539) 305 LOADING 4-5=( -8) 28 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 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" -150/ 467V -1225/ 1225H 5.50" 0.75 OF ( 625) 8'- 2.0" -150/ 467V -1225/ 1225H 5.50" 0.75 DF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.089" 4-01 4-01 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 4-09 MAX TC PANEL TL DEFL = 0.055" @ 5'- 9.2" Allowed = 0.443" MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" l2II 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" 9.00F77 M-4x4 Q 9.00 3 4.0" kOND 1• 150 DO PTF SFTSMTC LOAD I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. A94IlIihI 4M-34 u,+ �i CENTER ADD-ON AT TRUSS AND CAP INTERFACE. �giiiiiiiV��►.4�,�/fiiiiiii►=A\ o C' M-1.5x3 G I y y y 4-09 4-09 1141 l yl 0-02-03 8-02 0-02-03 -<k, 6151 PRQF 6, :9200PE r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - P5FWCAP ' �i'I Scale: 0.4858 /'y".- WARMNrob: GENERALledesign esihisNOTES, unlessotherwise parameters � • OREGON w{�. P5FWCAP 1.eupaetand er.dbnaM,corMousbe advised or.AGeneral Note. t.Tn1.desgralebaa.donly pplwonmewremdenshownand lerotanInascoact Truss: and Warnings before comtrudbn commences. building component Applicability of design parameters and proper 2.2.4 compression web bradng must be Installed where show:«, IncorpoMbn of component b the responsibility of the bussing designer. ��. � n'�' 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chords to be laterally bassi at L �rh la the responsibility of the erector.Additional permanent Waning of c o.e.and at 10 o.c,.005..ely unless bated throughout their length by F `- DATE: 10/11/2016 the overall structure Is the roaponelbgtty of the bulatrg designer. 3 continuoussheathingor suchlbacingreMee Where a emmand/.r drywaA(=C). 4^RRI�� :ped bodging or Moral pacing required the where Nov:.a SEQ.: K2459401 4.NobadMountmbe leelentoany timpomMandsafter gerednhand 5.Installation DeNgnasomes Isthe aretonamaoftheoapectcecoMvIron Mtwara are complete and at no time should any beds greeter than 5.and ar assumes trusses are b be used In a nan<orroWe envlronmen, design pada be applied to ancomponent. entl are for"dry condition"of use. TRANS ID: LINK anyrendeea.Design.e.umeeMIbearing atalsupport.Mown.Shim orwedge If EXPIRES: 12/31/2017 5.Compurtus has no control over and assumes no responsibility for the mwmfabrication.handling.shipment and lMNbtlon of components. 7.Design:;rimes adequate drainage Is provided. October 11,2016 e.Thio design Is fumlehsd subject to the limitations set forth by a.Plates shall be bated on both vias of truss,end plead as their center TPVWICA in BCS(coples of which MMA be OmiMed upon request. Ansa coincide with Joint anter lines. MiTek USA Inc./Com Trus Software b.Digits Indiate size of pieta in Inches. W7.6.8 1 E Z( )- 1a.For basic connector plate design values see ESR-1311.ESR-1988(Mlick) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" OND. 2: Design h k d fo ( 5 osf) ,nlif 4 .oca ins. TC: 2x9 DF 4l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF kl&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 DF STAND system and components and cladding criteria. LONDIOG Wind: 140 mph, h=20.eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.8, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-01 9-01 4 4 'f 9-09 9-09 T T T 12 12 9.00 7 IIM-4x4 N9.00 34.0„ ��11 TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 2 "OC WHERE CONTINUOUS BEARING IS SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. • 0 I I M-3x4 M-1.5x3 M-3x4 J• 1' l 4-09 4-09 lel lb 0-02-03 8-02 0-02-03 , ,oi.1D PR 0 :9200P r JOB NAME : RT LOTS 1-4 REVISED ENGLISH 4X - PCAP Scale: 0.5115 ,�, WARNINGS: GENERAL NOTES, unless otherwise noted: �� �, 1.Bolder and erection contractor should be advised of air General flutes I.Tits design Is bawd only upon the parameters Mown end Is for an Indlodual Truss: PCAP and Warnings before cmnatrudbn commences. building component.Applicability of design parameters and proper � 7q' a s 2.254 compression web bradng mud be Installed where Ohms,.. incorporation of component h the responsibility or the building designer. �6 ): 14 2� 4 3.Additional temporary bracing to insure stability during construction 2.Desitin ad t tS the top and bottom Words b be laterally braced at G 1 is the responsibility of the erector.Additional permanent bracing of T o.e and at h.c.respectively links=braced throughout their length by DATE: 10/11/2016 the overall structure Is the re db l the building de continuous sheathinginor such aO apcvg re hared where shoand/wn •r arywel(BC). * f.,.l��, apo^ Ally o g signer. 3.2s Impact bridging or lateral bracing required vista Mown.+ fl 1 SEQ.: K2 4 5 9 4 02 4.No bad Mould be addled to any component until after all bradng and 4.Installation of truss is the reepondbllty of the respective contractor. fasteners ere complete and at no time Mould any loads greater than 5.Design assumes Misses are to les used Inc non.sorroste environment, design bade be applied to an TRANS ID: LINK any component. end are ler"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design NN bearing at al supports Mown.Shim or wedge 11 EXPIRES: 12/31/2017 A. 1/A ft�•7 fabrication,handling,shipment and installation of components. ry' 1! Gil l 7.Deter s assumes adequate drainage to lar provided. October 1 1,201 6 S.This assign Is furnished subject to the limitations set forth by S.Metes shell be loaded on loom laces or truss,and placed a their center TPLWrCA In SCSI,oopks of which WG be fumlched upon request. sines coincide with(clot center lines. MiTek USA,Inc./Com uTrus Software+7.6.8(1L E g.Digits In connecate tor plate inbign vat p )• 1.For basic connector piste design values see ESR-1311.ESR-1988(MiTek) Symbols Numbering System at General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless x,y 6-4-8 dimensions shown in sixteenths 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. iii4k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0'/18 4 2bracing i ac spacing, be designed by an engineer.For wide truss p g,individual lateral braces themselves p may require bracing,or alternative Tor I _IEIE 211 :11211 ilip bracing should be considered. iror P O6k\11 O 3. stack me ax rials Never exed the design loadingbraced shownWandsses.never 253 ®� d Inadequately a O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 8 Cs• c56 I– designer,erection supervisor,property owner and plates 0- '4'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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ". Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values •13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,If no ceiling is installed,unless otherwise noted. w-' 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. —NM® Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable 11110 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ee BCSI: Building Component Safety Information, nImmoek 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 X❑ CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH El. CONFORMS TO DESIGN CONCEPT.. ❑ REVISIONS NOTED Ei CONFORMS TO DESIGN CONCEPT WITH 0 o NON-CONFORMING—REVISE&RESUBMIT REVISIONS AS SHOWN THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE ' WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE �� ❑ NON-CO_NF�_0 MING-REVISE AND RESUBMIT FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN fl """"'' __.�._._._�.____. _...,__.____ ............. ..__....,.,.,..:..._.._ ..__.._..______..._.._....-..__.,. -as--••• -T T THIS —_ay�WT�S EEN REVIEWED FDA GENERAL CONFORMANCE DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE 2 WITH 'DB6IGN! ONLY AND DOES NOT RELIEVE THE PRIORITY OVER THIS SHOP DRAWING. ^, _ FABADATORPHENDOR-OF-ESPONSIBILITY FOR CONFORMANCE WITH THE a °g.. By David R Burnett Date 10/12/16 �� ®„ � �" DESIGN DRAWINGS AND S ECIFICATIONS ALL OF WHICH HAVE PRIORITY MILBRANDT ARCHITECTSiv TRUSS ARE THE OVER THIS SHOP DAAIYIN — By: Arnold A.Solomon Date: Oct.12.2016 a RESPONSBILITY OF THE BUILDINGDESIGNER R EOR � G CT ENGINEERING INC a 0 r _ ___ 1- 1 t i I 1 11tH I _..._....._ ,...,_ ro 41 is ! 4 ! at . _°' � 1! . 9: 9: 92 I�!- _ l+ rII ,. liri" ( 9 : 9 9: 92 .1 � � ___ M ii ....i '-li h.q. 44 rel , IIIa'�+� =� III��J:�IiIRi. N I t t i111 11 l SY A .linismi _F {� 11—. 14 _ Ii. : . li ,. ..on pus 11 (6) .. it 1 se 1 - .mat i !� It 4 .... ......_ --— T`' '�1 ni w� lwww..=.w-a'{wa =;16.L 7 _ ,.„.....%,. Ste ( 1 I ? ripplir I- 1 �-:.a, 4{iwi< y—A 11 �_ ��-t�7`�__ �z�S toi��o4® O I� i a ' wa?wamW GwI1 �' �¢O��p° Za>z av. ,. ^-.. orr Ieamw«tea C 0'44a� 000a i 7" �oo OLil Lia LS >z5m�zucwno 111!IIIIIL s,'CD all'IMI fl O-4 F- { iii, I { i I i / HPdHil:!; I IM1ipl !III - 1 i r r m f7a� Q , /i 1 CA 111 Ail ,!: , t 00 f III II arl Al I Y.. / . , rI 3 1. Alt rie is i I 111 11 :: AM I 1 iZe. ,--67 67 8'''S. 8'7 ,......1 ilt, ii... Mr. i� L • = 441/ ir esii / f83 1 f fi I IIIIE ` rta _ ;x a. to r f I . .....,„,..—...............-= / 1 d 0 l i - i 92 : 92, 92 92 92 0 92 ,*r .•„ .._,_.l_4.2,__ ,„-k. �_ / 12; 92It7-, • j - pc ► _x .,� r 92. 9 -. r :L "41 III el c'...1. 11/1 .. . ( ;... �� ICI' ,1' 1..., tJ1IL ' # .! .� /4„, p,<(.. —I 9 12_ . _� Y' _ �� l I �_ �_ .,. ' ill I _ in Gt y 0. ALLHANGERS LUS24 U.N.O. tts el c to t— :'1) 4 r est