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Plans (17) MiTek® M6Tek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, avid Baxter, P.E., S.E. Sr. Structural Engineer •<cQ`0 PR Op? MiTek USA �, ,NGIN4..R i09 DB :9200PE• asg11115. -717°4140. ,\� t� REGON 14, 20,e3.`, 12/06/2017 FRR1�L 1241=20 9 MiTekW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-404_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: R46018088 thru R46018116 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. pROFes �,����N� F9 `r�0 4t-f 87022P E v� <‘'N y 'oj, OREGON ct,` �, M&ER ` ,4 0S A. HEOP EX. December 1,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46018088 PL15-404_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:01 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-UfwrPCeW5dEHR5De912?A5bpQG8114WNKw 6PZyDIFO 3x6 I 1-3-4 3x6 I I 1-6-0 - -- 13x6 I I 1 6 2 7 3 Scale=1:13.1 • �. Ia 5 4 6x6= 6x6= F—---- 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 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) 5=1026/Mechanical,4=1154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-278/0,3-4=-511/0 BOT CHORD 4-5=0/590 WEBS 2-4=-868/0,2-5=-947/0 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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1007 lb down at 0-11-3,and 1007 lb down at 2-6-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)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 gip Vert:4-5=-5,1-3=50 Concentrated Loads(Ib) � E0 PR R Op cS Vert:6=1007(F)7=-1007(F) � Co �NG(NER /02 4 " 87022PE 9r . �N � tv Aj, OREGON ri'5 1/ 90��l6ER fl° O `s A. H - EXPIRES:06/30/2017 December 1,2015 1 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Meek®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 MiTeie 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/r%1 Quality Crlteda,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 • R46018089 PL15-404_UPPER F02 FLOOR GIRDER 1 2 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:02 2015 Page 1 ID:L2O9JJu6om RCBuYOhHV69uyFHbu-yrUDdYf8sxM83ForjOZEjJ8vrgJ2mSpWZajfx?yDIF? 1 1-2-0 1 1-9-0 1 Scale=1:26.3 2x4 1I 5x10= 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1.5x4 II 5x10 = 3x4 I I 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 0 d H/ - NO N "1:1,ZI 1 o I o , ,.1-:_ 13 12 11 4x8 MT2OHS= 6x10= 3x8 = 6x10= 4x8 MT2OHS=- I I 14-10-8 14-10-8 1 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.18 12 >977 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.28 12 >620 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.t&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=6417/0-5-8,14=5901/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=1219/0,2-15=-9563/0,3-15=-9563/0,3-16=-9563/0,16-17=-9563/0,17-18=-9563/0,4-18=-9563/0, 4.19=13782/0,19-20=13782/0,5-20=-13782/0,5-21=13782/0,21-22=13782/0,6-22=13782/0,6.23=10085/0, 7-23=10085/0,7-24=-10085/0,24-25=10085/O,8-25=10085/0 BOT CHORD 13-14=0/4476,12-13=0/12626,11-12=0/12830,10-11=0/5836 WEBS 8-10=7656/0,8-11=0/5720,7-11=1402/0,6-11=-3696/0,6-12=0/1281,5-12=-1875/0,4-12=0/1556,4-13=-4123/0, 3-13=1888/0,2-13=0/6849,2-14=-7081/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)All plates are MT20 plates unless otherwise indicated. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down at 1-3-1,1033 lb down ,`(Ir- P R Q��ss at 1-7-12,114 lb down at 2-10-4,1033 lb down at 3-2-15,637 lb down at 3-11-4,114 lb down at 4-4-15,1007 lb down at 4-10-2,114 .Co �NGI NFFR /0 lb down at 5-11-2,1007 lb down at 6-5-5,114 lb down at 7-0-13,6371b down at 7-6-4,1027 Ib down at 8-0-8,114 lb down at 9-1-8, C? �j and i - k $70 2PE Ib down at 13-11-1,and 1027 lb down at 14-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard CP cV 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 fn '� Nt Uniform Loads(plf) 9,r�'oj OREGO ry3O4C/ Vert:10-14=5,1-9=50 rC �/I,�BER ` Concentrated Loads(Ib) p P Vert:9=-1027(F)8=-1027(F)7=114(B)6=-114(B)5=114(B)3=-1033(F)2=1147(F=1033,B=114)15=114(8)16=-637(F) `s A. HE Q`� 17=114(B)18=1007(F)19=114(B)20=1007(F)21=-637(F)22=-1027(F)23=-1027(F)24=1027(F)25=-114(B)26=-114(B) EXPIRES:06/30/2017 December 1,2015 s ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN,. Design valid for use only with MitekS connectors.This design is based only upon parameters shown,and is tor 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 Masai(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Intonnallon 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 R46018090 PL15-404 UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.rue Dec 01 13:21:02 2015 Page 1 ID:L209JJu6om RCBuY0hHV69uyFHbu-yrUDdYf8sxM83ForjOZEjJ83TgUjmal WZajfx?yDIF? I 1-8-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 d d N 4 3 1.5x3 II 3x4= 1 1-9-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a i BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 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=45/Mechanical,3=45/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. <-\\ PRQFFss Q��\c, NG'N EFR /02.9 87022PE r ycn N �Aj, OREG N ti�OAU 'A�' cc�'jBER 1\ 4 On A. HE `\.4 EXPIRES:06/30/2017 December 1,2015 1 _ i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE PAD-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke 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 A� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018091 PL15-404_UPPER F04 FLOOR GIRDER 2 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:03 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-Q12cqufmdEU?gPN1 Hj4TGWhC14iCVvffoETCTRyDIF_ I 1-0-8 II 2-0-0 I Scale=1:37.9 3x4= 5x6= 1.5x3 I I 4x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 I I 4x5= 3x4 I I 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 0 c, N d N ,\. F0/ X 40/e \\44%. / \ ' /N.— 101 21 20 19 18 17 16 15 14 3x4 II 5x5= 4x6= 3x6 FP= 3x5= 3x5= 4x6= 3x6= 1.5x3 SP= I 22-2-0 I 22-2-0 Plate Offsets(X,Y)— 11:Edge,0-1-81,121:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.16 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.26 16-17 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.06 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%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) 21=969/0-5-8,14=969/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-970/0,1-2=-615/0,2-3=615/0,3-4=-2111/0,4-5=-2111/0,5-6=-2806/0, 6-22=-2806/0,7-22=-2806/0,7-23=-2693/0,8-23=-2693/0,8-9=-2693/0,9-10=-1772/0, 10-11=-1772/0,11-12=-1772/0 BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=-1341/0,12-15=0/1035,9-15=-747/0,9-16=0/498,5-17=0/346,5-19=-593/0, 3-19=0/885,3-20=1137/0,1-20=0/1121 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)5 lb down at 10-6-12,and 5 lb down at 12-11-4 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 � Eo PR OF S Uniform Loads(pIf) ,c(<5'‘Q. F Vert 14-21=-8,1-13=-80 Concentrated Loads(Ib) (r ANG( di E ' 01- 87022PE r SAT OREGO 1;3 AO 9O MBER .\1 O OS A. He'i\ \-4•‘"- EXPIRES:06/30/2017 December 1,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®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 overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi Eek° 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/f911 Quality Criteria,1)511-89 and BCS1 Building Component 7777 Greenback Lane Safely Intormalion 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 R46018092 PL15-404 UPPER F06 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:04 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-uEc_2EgOOYcsIZyDrQciokDQIU9BEUHpOuCm_uyDIEz 0-1118 Scale=1:38.6 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 5 ❑ ❑ ❑ e ❑ b ❑ 8 a is 2, 1 9 9 5 e a 42 0 O d O rV N 3 I o = c e o a c o o a o q aa 6 o i 41 uuu�IuuvS� , uuu �uuu� uuuuuu� a uuuuuu �uuuuu»uuu 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= I 1-4-0 1 2-8-0 I 4-0-0 I 5-4-0 1 6.8-0 I 8-0-0 1 9-4-0 I 10.8.0 I 12-0-0 1 13-4-0 1 14-8-0 I 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 I 21-4-0 1 22-8-0 335-121 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incl YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-5-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. O PROFF< GSs' /O �$ < �9 � 9r� 87022PE tP tnI tv y �Aj, OREG•N ry)O� "P ill AMBER 1N \ �S A. HE?" EXPIRES:06/30/2017 December 1,2015 i _ ' A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirekd connectors.This design is based onlyupon parameters shown,and is for an individual building component,not I 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 MTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018093 PL15-404_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:04 2015 Page 1 ID:L2O9JJu6om RCBuYOhHV69uyFHbu-uEc_2EgOOYcsIZyDrQciokDQGU9CEUHpOuCm_uyDlEz orkp 1 2 3 4 Scale=1:13.0 11.1111111111= 1111 1111.111111111 • N N N ,, 10 • d N ■ ■ Ii'■ II 8 7 6 5 I 1-4-0 I 2-8-0 I 3-8-8 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc: YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 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 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-8-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). � 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. d PRp p,E FF �� S c5 �.- I -:R �SZ 2 rw 87022PEf r -CP ,Niv �Aj, OREGON tis if 9O ''MBER 1\ 7- EXPIRES:06/30/2017 December 1,2015 i I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 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 D 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quail,Criteria,DSB-89 and BCSI Bolding 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 R46018094 PL15-404_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:05 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-MQAMFah09skjwjXQ087xLxmaCtVNzxVyFYyJXKyDIEy 01.8 Scale=1:39.8 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 - - ii 42 e, Il BB 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 40-0 1 5-4-0 I 6-8-0 1 8-0-0 I 9-4-0 I 10-8-0 I 12-0-0 I 13-4-0 1 14-8-0 1 16-0-0 I 17-4-0 1 18-8-0 I 20-0-0 1 21-40 I 22-8-0 1 24-3-0 1 1-4-0 1-40 1-4-0 1-40 1-40 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-40 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 24-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. `00 PR0fiF 7GtNE4\ 870 2PE 9r tP\ % OREG4 )it OSA- HE?' EXPIRES:06/30/2017 December 1,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MIT 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 applicabi ity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018095 PL15-404 UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:06 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-gckkSwiew9saXt6cyreAt9JmkHrgiNo6UCht3myDIEx 0x8 Scale=1:28.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 2 2 0of o 0 o Lo a Lo e • 30 0 N d A 29 0 -o 0 0q o 0 0 P e 4 Po 0 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1-40 1 2-8-0 1 4-0.0 1 5-4-0 1 6-6-0 1 8-0-0 1 9-4-0 I 10-8-0 1 12-0-0 1 13-4-0 1 14-8.0 1 16-0-0 1 17-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 17-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ' ::0PR2:::' s IN /�2 hi _ _ __ T (P-0), > y 4.v.4 SAT OREGO (15:) iv '9O F,viBER A\ 4 EXPIRES:06/30/2017 December 1,2015 ft, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with Mireke 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 s to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPl1 Quality Criteria,DSB-89 and BCSI Building Component Safety InfoatIon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 rm Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018096 PL15-404_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:07 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-IoH6gGjHhT_Q90hoWL9PQMrxYhBwRg1 FjsRQbCyDIEw Scale=1:18.4 1 2 3 4 5 6 7 8 9 e e e ° e e B. 2 - 20 0 0 0 2, 8 A N 18 17 16 15 14 13 12 11 10 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 19-9-12 I 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 9-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ck0PROFF '� GS CO s i �� AFR 029 870 2PE �' , y �Aj, OREGON c 5 O� 1b 'MBER ' \"OS1 A. H - EXPI RES:06/30/2017 December 1,2015 s li ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTe&connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MWTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing at trusses and truss systems,see ANSI/1191 Quality Criteria,DSB-89 and[SCSI Building Component Suite 109 Safety Informalion available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018097 PL15-404_UPPER F12 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:07 2015 Page 1 ID:L2O9JJu6om RCBuYOhFIV69uyFHbu-IoH6gGjHhT_Q9OhoWZ9PQMrvPh79Rj7FjsRQbCyDIEw 0-1-8 H I 1-6-0 I I 2-6-0 Scale=1:30.0 404= 1.5x3 = 1.5x3 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 a. e e o 15 7-Nit 7....-NIIII4 -107.-'11N11110" d • d A N 14 + O O o Xx 13 ' 12 11 10 9 O 1.5x3 II 4x5= 3x5 = 3x5= 3x4= I 17-3-0 I 17-3-0 Plate Offsets(X,Y1— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 lb FT=0%F,0%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) 13=748/0-5-4,9=748/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=-749/0,14-15=-749/0,1-15=749/0,1-2=611/0,2-3=611/0,3-4=-1651/0,4-5=-1651/0,5-6=-1457/0, 6-7=-1457/0 BOT CHORD 11-12=0/1275,10-11=0/1696,9-10=0/887 WEBS 7-9=-1100/0,7-10=0/706,5-10=296/0,3-11=0/466,3-12=-822/0,1-12=0/933 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. 3)CAUTION,Do not erect truss backwards. <0 PR0A-4- ss ��5 �NGIN�FR /SI- N rN -7 �Aj, OREG N rye 4// 10 /BER 11 4) �s A. He Q,.0 EXPIRES:06/30/2017 December 1,2015 t a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Design valid for use only with MitekS 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 Milele is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdfeda,OSB-89 and BCSI Bolding Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018098 PL15-404_UPPER F13 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:08 2015 Page 1 ID:L209JJu6omRCBuYOhH V69uyFHbu-m?rVtcjvSn6HnAG_4GgeyaO2_5PbA650xWAz7fyDlEv P-10-8 1 2-6-0 I 0-h8 Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 ., 21 &IN 14 114 IllhiN107 'filiAlh111616.' .N4NN tAIIIIIIIIIINIPhi4Bi.. .illffe -' N �, 20 kal 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 24-3-0 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 15-16 >760 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:121 lb FT=0%F,0%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) 13=1055/0-5-4,19=1055/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,45=3137/0,5-6=3137/0,6-7=-3331/0,7-8=-3331/0,8-9=2298/0,9-10=-2298/0, 10-11=-2298/0 BOT CHORD 18-19=0/522,17-18=0/2564,16-17=0/2564,15-16=0/3375,14-15=0/2956,13-14=0/1307 WEBS 11-13=1620/0,11-14=0/1227,8-14=-816/0,8-15=0/464,6-16=-294/0,4-16=0/710,4-18=-1056/0,2-18=0/1474, 2-19=1167/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. '`<- PRQFF0 n �c,�\� �N�)N�F9 1029 87022PE r / UN �N y �Aj, OREGON (yam ok/� 9OAMBER \a �`S A. H ERCP EXPIRES:06/30/2017 December 1,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7473 rev.10/03/2015 BEFORE USE. )- Design valid for use only with MtTekr8 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 Milok is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Qualify Criteria,DSB-89 and BCSI BuBding Component Suite 109 Safely Infornalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. uiteCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018099 PL15-404_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:09 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-FBPtSykXD4E8OKgBd_BtVnxDdVlevZUYAAwXg5yDIEu 0-1-8 H I 1-1-12 I 2-6-0 Scale=1:41.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 _ • .,••• e . 111r.°.°°°.°r' ll h.0 rd Al el ' 0 2 .. ./ N 2 I 111 I ill I 6 1 .7- hN I I I il 4117 kr IC. 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-4 • I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Incl YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%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) 13=1067/Mechanical,19=1067/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1842/0,3-4=1842/0,4-5=-3235/0,5-6=-3235/0,6-7=-3396/0,7-8=-3396/0,8-9=2330/0,9-10=2330/0, 10-11=2330/0 BOT CHORD 18-19=0/667,17-18=0/2678,16-17=0/2678,15-16=0/3456,14-15=0/3005,13-14=0/1324 WEBS 11-13=1640/0,11-14=0/1247,8-14=-836/0,8-15=0/485,6-16=-274/0,4-16=0/690,4-18=-1036/0,2-18=0/1456, 2-19=1232/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. ���oo P R oFFss �\� �tJG I N�F9 /SI- r 04 -y A2, OREGO rye Q4/ 9• or, ‘,11 BER A\ a `s A. HE-ck EXPIRES:06/30/2017 December 1,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11111 I, 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' • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ////Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Qualify Cdlena,DSB-89 and SCSI Bu/ding Component Safety Intonation 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 R46018100 PL15-404_UPPER F15 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:09 2015 Page 1 ID:L209JJu6om RCBuYOhHV69uyFHbu-FBPt5ykXD4E80KgBd_BtVnxF7VsTvkOYAAwXg5yDIEu 0-10-8 2-6-0 pr1 1.5x3 11 1.5x3 111 1 2 3x4= 3 Scale=1:13.0 -_ IIIA II MN III 7 1.5x3 = 0 d A hhhh MI 1.5x3 = 1 II 111/11 6 BIM IIIIIII 5 W. 3x4= 3x4= Of1- 3-9-0 0.1- 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 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) 4=154/0-5-4,5=154/Mechanical FORCES. (lb)-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. 3)CAUTION,Do not erect truss backwards. ��ckV PR OFFss �,\.. ,q,... &,.., /o2 870 2PE /9r yN ,CV �Aj, OREGON q° t Y 91, FMQER 1N O �S A. HE?' EXPIRES:06/30/2017 December 1,2015 l f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mit-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Bulding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahls,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018101 PL15-404_UPPER F16 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:10 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu.INzFIHl9_OM?OUPNBhj62?TNZu4Ce0UhPgf4CXyDIEt 3.8-41 2-6-0 1 Scale=1:41.8 4x6= 1.5x3 II 1.5x3 I I 1.5x3 13x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 is P. ° _ m e 7"... 5/ N IN V NN, V NNS4 7 Nxil 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 I 23-11-4 Plate Offsets(X,Y)— r19:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:119 lb FT=0%F,0%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) 13=1047/Mechanical,19=1047/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1621/0,3-4=-1621/0,4-5=-3070/0,5-6=-3070/0,6-7=-3286/0,7-8=-3286/0,8-9=-2275/0,9-10=2275/0, 10-11=2275/0 BOT CHORD 18-19=0/421,17-18=0/2485,16-17=0/2485,15-16=0/3319,14-15=0/2922,13-14=0/1296 WEBS 11-13=-1606/0,11-14=0/1213,8-14=-802/0,8-15=0/450,6-16=-308/0,4-16=0/724,4-18=-1071/0,2-18=0/1487, 2-19=1135/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • <<:1/41° <�GN• <<:1/41° PR°Fess c:.-is GI NEF,y yD 2 lig $7( 22PE r N fi '" -7 -0j, OREG N ti. 4, -PO EMBER 11 �O �s A. HE R�P EXPIRES:06/30/2017 December 1,2015 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil., Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekg is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Safety Infomrafon available from Truss Plate Institute,21814.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018102 PL15-404_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:10 2015 Page 1 ID:L2O9JJu6om RCBuYOhHV69uyFHbu-jNzFIHl9_OM?OUPNBhj62?TK6u7Me7VhPgf4CXyDIEt 0-1-8 1_11-02 1 2-5-8 I 2-6-0 Scale=1:27.9 3x4 I I 1.5x3 II 1.5x3 = 1.5x3 = 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e o 0 15 3 d 2 N ei --- V-'N' V -N- 7 'N'' 14 e - o o �Xp�o 13 11 10 9-' 1.5x3 I I 3x5= 3x5= 3x4= 3x6= 0-7-4 5121 I 16-0-12 I 9-512 15-5-8 0-1-8 LOADING(psi) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:84 lb FT=0%F,0%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) 9=666/0-2-12,12=1125/0-3-8 Max Gray 9=674(LC 4),12=1125(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=1249/0,4-5=1249/0,5-6=1256/0,6-7=1256/0 BOT CHORD 11-12=0/773,10-11=0/1395,9-10=0/787 WEBS 2-12=431/0,7-9=-975/0,7-10=0/582,3-11=0/603,3-12=-955/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 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)400 lb down at 0-2-4 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 �t_O PR QFC Uniform Loads(plf) -6, Vert:9-13=-8,1-8=80 ,�\�� �r1GLNEF.9 `Z> Concentrated Loads(Ib) Vert:1=-400(F) $70 2PE -Yr- yCP N N (4>, OREGNfyc <v 9O lBER \\ rO n`., A. H -t EXPIRES:06/30/2017 December 1,2015 f __ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,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 Malek is always required for stablity and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI BuBding Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SuiteCitrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018103 PL15-404_UPPER F18 Floor 8 Job Reference(ootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:11 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-BaXdWdmnkiUsee_ZIPELaC0a6IVWUNawrdTPekyDIEs 1-7-0I I 2-3-0 °rile Scale=1:19.4 1.5x3 I I 1.5x3 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 o e- — — � 12 d b N of o • 0 11 1l 9 8 LLLLLL����� 3x5= 3x5= 1.5x3 II 3x4 = 11-2-8 11-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 60 lb FT=0%F,0%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=482/0-2-12,7=482/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=480/0,1-2=391/0,2-3=391/0,3-4=713/0,4-5=713/0 BOT CHORD 8-9=0/669,7-8=0/486 WEBS 5-7=-625/0,5-8=0/292,3-9=357/0,1-9=0/581 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 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. 3)CAUTION,Do not erect truss backwards. ���tD PR OFFSrS' GINR fO2 870 2PE • •S• SAT OREGO n �, �O EMBERO1 O OS A. Heck EXPIRES:06/30/2017 December 1,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with M7eldfl 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 fo prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Belding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018104 PL15-404 UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon . 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:11 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-BaXdWdmnkiUsee_ZIPELaCOZwIRYNUSrdTPekyDIEs 0-1-8 , HI 1-7-8 I I 2-6-0 I 0-11{8 Scale=1:38.2 4x4= 354= 3x4 = 3x4 = 356 FP= 3x6= 1 2 3 4 5 6 7 8 9 10 11 ._ e - o - o . e o, . 2 mV V V' , 22 0 d N IC 1 r1 e n a - 21 ►t OM t 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5= 358 = 3x4= I 22-7-8 I 22-7-8 Plate Offsets(X,Y)— Fl:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.17 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.29 14-15 >931 360 BCLL 0.0 Rep Stress Inc: YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%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) 18=978/0-5-8,12=978/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=978/0,19-20=-978/0,1-20=-978/0,1-2=-867/0,2-3=867/0,3-4=2507/0,4-5=-2507/0,5-6=2911/0, 6-7=-2911/0,7-8=2088/0,8-9=2088/0,9-10=-2088/0 BOT CHORD 16-17=0/1830,15-16=0/1830,14-15=0/2850,13-14=0/2641,12-13=0/1202 WEBS 10-12=-1490/0,10-13=0/1097,7-13=686/0,7-14=0/334,5-15=-425/0,3-15=0/840,3-17=-1193/0,1-17=0/1271 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. '((no PROFS 4,6c ANG'NEAR LS>0 87022P, 9r ,• 4 . cv ySATOR GON q. O4v 9O AMBER \\ 'S On A- HE?' EXPIRES:06/30/2017 December 1,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 111;11,, 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 the design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/9911 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018105 PL15-404_UPPER F22 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:12 2015 Page 1 ID:L209J Ju6om RCBuYOhH V69uyF Hbu-fm 5?jzm P V?cj FoZmJ61a7QZIi ipC6_0_s78BG QyD I Er p-9-4 1 2-6-0 I 01.11-8 . Scale=1:41.8 3x5= 1.5x3 II 3x6 = 3x4 I 14x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 N 7NtVN5v' tvNv ': , 21 - 141 20 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 24-6-4 I 24-6-4 Plate Offsets(X,Y)-- f1:Edge,0-1-81,f12:0-2-0,Edgel,f20:0-1-8,0-1-81,f21:0-1-8,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 lb FT=0%F,0%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) 19=662/Mechanical,13=1792/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-20=1142/0,20-21=1183/0,12-21=1142/0,2-3=-1064/0,3-4=-1064/0,4-5=-1969/0,5-6=1969/0,6-7=-2102/0, 7-8=-2102/0,8-9=-1468/0,9-10=-1468/0,10-11=1468/0 BOT CHORD 18-19=0/314,17-18=0/1604,16-17=0/1604,15-16=0/2123,.14-15=0/1874,13-14=0/856 WEBS 11-13=-1044/0,11-14=0/758,8-14=-503/0,8-15=0/282,4-16=0/452,4-18=-668/0,2-18=0/930,2-19=-729/0 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. 3)CAUTION,Do not erect truss backwards. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1129 lb down at 24-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)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 '(C' � E13 PR aF Ss Uniform Loads(pit) Q. Vert:13-19=5,1-12=50 �CD ANG I NgFR /Q2 Concentrated Loads(Ib) u«x11s • 8 _1 .2PE _�- _ _- -y -0j, OREGO (yam / 9O AMBER .\\ \. �`s A. ERCP EXPIRES:06/30/2017 December 1,2015 i I mit WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component Safety Inlonnatlon 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 R46018106 PL15-404_UPPER F23 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:13 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-7yfOwJn1 GJkatx8yspGpfd5yp6EIrYW85nukpsyDlEq Scale=1:17.5 1 2 3 4 5 6 7 8 9 OI O O J O O O of O d d N rV O O O O O 'i O .. .... ... . ... .. .. . . .... .. ... 18 17 16 15 14 13 12 11 10 I 10-7-8 I 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 10-7-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. x,40 P R OFFS �c ENGINEER cSjO�9 870 2PE N "riNO4N � x OREGO a 'A0 ccyBER \1 OS A. HO\ EXPIRES:06/30/2017 December 1,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with MTekt6 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdfeda,DSB-89 and Bal Building Component 7777 Greenback Lane Safety Infomw8on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cdrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018107 PL15-404_UPPER F25 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:13 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-7yfOwJnlGJkatx8yspGpfd5vU67ArPS85nukpsyDlEq 1 1-5-0 II 2-6-0 Scale=1:38.7 1.5x3 I I 4x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x4= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 e • E a m o •0 N O 2 eV N. 07 N.... 7—N. N O • e7 1i 12 18 17 16 15 14 13 1.5x3 II 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= I 22-2-0 22-2-0 Plate Offsets(X,Y)— (1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%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) 18=969/0-2-12,12=969/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-971/0,1-2=-766/0,2-3=766/0,3-4=2432/0,4-5=-2432/0,5-6=-2861/0,6-7=-2861/0,7-8=2063/0, 8-9=-2063/0,9-10=2063/0 BOT CHORD 16-17=0/1743,15-16=0/1743,14-15=0/2788,13-14=0/2604,12-13=0/1190 WEBS 10-12=1475/0,10-13=0/1081,7-13=670/0,7-14=0/319,5-15=440/0,3-15=0/855,3-17=-1210/0,1-17=0/1206 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18,12. 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. (<51k PROFe0^ c:;:' �4JGINFFR /�2 87022PE _._ _r co �N - �''oj, OREG•N 11° �N OS A. He EXPIRES:06/30/2017 December 1,2015 t __ 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erectionand bracing of trusses and truss systems,see ANSI/fPll Quality Criteria,DSB-89 and BCSI Building Component Safety Informaiton 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 R46018108 PL15-404_UPPER F26 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:14 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-b9Cm8fogl dsRV5j8QXn2Cre5n WZia?SHKRdILlyDIEp 1.5xd H 2-1-4 I 2-6-0 115x3 II 1 2 3x4= 3 Scale=1:12.9 J L N 5 4 3x4= 3x4= a1_ 1_: 4-10-4 I 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 5 "`• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.08 4-5 >745 360 BCLL 0.0 Rep Stress Ina- YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-4 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. (Ib/size) 4=208/0-2-0,5=208/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �_`D t.NG N EF,4 s%0 2 �w 8 r 2 P E �,9r yNCI' i N ^3),, OREGO ti? 4,/ 9O ABER . O OS MA. HO\ EXPIRES:06/30/2017 December 1,2015 t NI, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.Design valid for use only with M1el&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 Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of tosses and truss systems,see ANSIRPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Infonnalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018109 PL15-404_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:14 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-b9Cm8fogl dsRV5j8QXn2Cre31WSjagoHKRdILIyDIEp 11-3-4 I 2-6-0 I Scale=1:42.8 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 Il 3x4= 1.5x3 II 3x4=3x6 FP=1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 NN N / \ -NNN%N.147INos..1 c 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5= 5x6= 3x4= 1.5x3 SP= I 24-6-4 I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL• in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.40 15-16 >728 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:121 lb FT=0%F,0%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) 13=1073/Mechanical,19=1073/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1902/0,3-4=1902/0,4-5=-3280/0,5-6=-3280/0,6-7=-3426/0,7-8=-3426/0,8-9=-2345/0,9-10=-2345/0, 10-11=2345/0 BOT CHORD 18-19=0/735,17-18=0/2731,16-17=0/2731,15-16=0/3494,14-15=0/3027,13-14=0/1331 WEBS 11-13=1650/0,11-14=0/1256,8-14=-846/0,8-15=0/494,6-16=-265/0,4-16=0/680,418=-1027/0,2-18=0/1447, 2-19=1268/0 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. <CYN0 PR OFFss c�5C. ..,... GIN F9 `� 1- 870 2PE T (14 7 NEAT OREGO c 44 9O, ' 41 ER \\ r" OSA HE¢°.' EXPIRES:06/30/2017 December 1,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Pill. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fH1 Quality Criteria,DSB-89 and BCSI Belding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018110 PL15-404_UPPER F40 FLOOR SUPPORTED GABL 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Toe Dec 01 13:21:15 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-3Lm8L?plow_I6FIL_EIHI2AIrvwgJSWQY5NrtIyDIEo I 1-0.8 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 d N 4 • . .•s•— 1.5x3 II 3x4= 1-3-8 0.0-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 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 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. . QED PR OFFS 4-;c.. NGINEER wog 87022PE 9v / N . .CV �7 �Aj, OREGON tip 4/ -A11,1 \\ ' OSER S A. HE# EXPIRES:06/30/2017 December 1,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018111 PL15-404_UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:15 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-3Lm8L?plow 16FIL_EIHI2AIwvwrJSWQY5NrtlyDIEo I 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 d N 4 * 1.5x3 II 3x4= 1-2-4 0-8-3 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0°10E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 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=29/1-2-7,3=29/1-2-7,3=29/1-2-7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. <<-\\ PROFFOn ��5 �NGINEFR /o2 y �Aj, OREGO q5:) 44/ 'AO EMBER \,� O`; A. HeC'` EXPIRES:06/30/2017 December 1,2015 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Mill,, Design valid for use only with MTel&connectors.This design is based only upon parameters shown,and is for an individual building coponent,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 k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018112 PL15-404_UPPER F42 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:15 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-3Lm8L?plow_I6FIL_EIHI2AIKvwnJSWQY5NrtIyDIEo 1-6-4 I 1 15x3 I I 1 3x4= 2 Scale=1:13.2 L 4 • _ o I 1.5x3 II 3x4= 19-4 O�q 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 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=45/1-9-8,3=45/1-9-8,3=45/1-9-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. �S O PROppn NGINEF9 wO�'-9 8 12PE ‘Ai, OREGO r O<uN �IAMBER �� \ OS HECk EXPIRES:06/30/2017 December 1,2015 a _ ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mil@k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS6-89 and SCSI Building Component Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018113 PL15-404_UPPER F43 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:16 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-XXKWZLpwZE79kPtXYypWHGjTsJF52vman1600ByDIEn 1.5x3 II 1 4x4 = 2 Scale=1:13.3 L 2, N 4 3 1.5x3 I I 4x4= 0-11-0 I 0-O-2 0-11-0 Plate Offsets(X,Y)— I1:Edge,0-1-81,f3:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 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) 4=22/0-11-2,3=22/0-11-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. c,4(( ) PRO , c. �NGIN�FR QO2 . 870 2P .1'1"*. . . ' N N -7Q� t-Qj, OREG N cp �N �O FM$ER \\ OS A. HO; EXPIRES:06/30/2017 s December 1,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/1015 BEFORE USE. 1111., Design valid for use only with Wick®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 Miiek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 QuaNty Cdteda,DSB-89 and BCSI Building Component 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type - Qty Ply POLYGON R46018114 PL15-404_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:16 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-XXKWZLpwZE79kPtXYypWHGjTIJF42vman16OQByDIEn 0-10-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 d N •♦♦ �� •.., 4 . w- 1.5x3 II 3x4= 1-1-0 0-d-2 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 . 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-0 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) 4=26/1-1-2,3=26/1-1-2,3=26/1-1-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. ��Ep P R OFFS �c\g� ',„ N�F3' sio* 9 ' ' 87022PE ' N 5-vNI yAj, OREG 040 -P AMBER �\ • �`s A. HECk‘s\P EXPIRES:06/30/2017 December 1,2015 t _ ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/201S BEFORE USE. Design valid for use only with M7ekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTSke is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018115 PL15-404_UPPER F45 FLOOR SUPPORTED GAEL 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:16 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-XXKWZLpwZE79kPtXYypWHGjTOJF22vman160QByDIEn 1-30 I 1.5x3 I I 1 3x4 = 2 Scale=1:13.2 T 4 1.5x3 II 3x4= 1-60 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-0 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) 4=38/1-6-4,3=38/1-6-4,3=38/1-6-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. <(- ckvp PROFF`. , ANG I NEF'V ;,0 _ iWif 8/022PE - (nev y �Ajc GREG•N q, 4/ A C)r) M$ER � S A. HE?' EXPIRES:06/30/2017 December 1,2015 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7073 rev.10/03/2015 BEFORE USE. 1111, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,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 MIlek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Suite 109 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018116 PL15-404_UPPER F47 FLOOR SUPPORTED GAEL 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:17 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-0kuumhgYKYFOMZSj5fLIgTGekjbLnMOjOPsyydyDlEm 7x10 I I 1 2 Scale=1:13.3 ' N 4 3 7x10 II II 0-7-4 0-0-4 0-7-4 Plate Offsets(X,Y)— f1:Edoe,0-1-81.f4:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.00 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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=14/0-7-8,3=14/0-7-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. �Ep P R OFFS 5.< NG1N; FRqt. 870 2PE /9� yC tN �Aj, OREGON (),) �✓N 9�, FMBER OSA. H - EXPIRES:06/30/2017 December 1,2015 f _ + ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7eke 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Cdteda,DSB-89 and BCSI Bulding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 r Symbols Numbering SystemA G = eral Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown int ft-in-sixteenths Failure to Fo •w Could Cause Property 1 3/" Center plate on joint unless x,yp Y 4 (Drawings not to scale) offsets are indicated. Damage or ''ersonal Injury r1� Dimensions are in ft-in-sixteenths. ilir46. Apply plates to both sides of truss 1 2 3 1. Additional sta.' y bracing for truss system,e.g. and fully embed teeth. diagonal or X-• acing,is always required. See BCSI. TOP CHORDS 01 �� 2. Truss bracing m •t be designed by an engineer.For '/16 wide truss spac' g,individual lateral braces themselves may require br• ing,or alternative Tor I Op bracing should.e considered. •-� O IhillitAWIIN 3. Never exceed t e design loading shown and never stack materials n inadequately braced trusses. :_c) O 4. Provide copies..f this truss design to the building For 4 x 2 orientation,locate �� 5 designer,erecti n supervisor,property owner and plates 0-14,4from outside BOTTOM CHORDS all other interes r d parties. edge of truss. 8 7 6 5 5. Cut members t.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 embe.fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are re ulated 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 environme in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwis noted,moisture content of lumber shall not excee. 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly oted,this design is not applicable for use with fire ret• dant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a no structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of ss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for de•.load deflection. the length parallel to slots. 11.Plate type,size,'.rientation and location dimensions indicated are imum plating requirements. LATERAL BRACING LOCATION 12.Lumber used sh;II be of the species and size,and in all respects,- ual to or better than that 4, 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 mus be sheathed or purlins provided at output. Use T or I bracing spacing indicat;"d on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords section 6.3 These truss designs rely on lumber values or less,if no ceid quire lateral bracing at 10 ft.spacing, g is installed,unless otherwise noted. BEARING established by others. ...---- 15.Connections n• shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or al t r truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an ngineer. 18.Use17. alllf and rd to or ertically unless indicated otherwise. ® number where bearings occur. �� Milo Min size shown is for crushing only. geated lumber may pose unacceptable environmental, lealth or performance risks.Consult with project engine before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review ail porfi•i sof this design(front,back,words Plate Connected Wood Truss Construction. and pictures)b ore use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTel(6 20.Design assumes tnanufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quad Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek ,,,Tok USA, int 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916.676-1900 Fax 916-676-1909 February 22, 2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA,Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, 0,1 P R ote. Ask 2;** GiNP;!to * 144 "vv 744, 61022FE OFELON '8 Qs A titik* EXPIRES: 630-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations NM Ell mit MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17-A PLAN 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: K1504797 thru K1504865 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. So '' tyG NZF 7 c.,` `r 89782PEr v® OREGON o-, PA U '. ,2/31L2016 • November 3,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR • SPACED 29.0" O.C. 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. ILL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 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 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 9-02-08 7-03 12 ' IIM-4x4 12 7 19.00 3 14.00 /// 4hII 11.1 0 0 • x M-3x9 ',', ,�{��'0,O PROF x, C.�[� 61,11 / y1-00 16-05-08 b1-00 ,, tiN � O� ' :9782PE JOB NAME : 17—A PLAN — Al •"r' . , 7.0 GENERAL NOTES, unless othenwke noted'. p/ GC71V WARNINGS: EGON V 1.Bulkier and erection contractor shdId Be advised of all General Notes 1.This design b based only upon the parameters shown and is for an individual 4� ' tyy. Truss: Al and Warnings before construction kolhmences. budding component.Appllubilty of design parameters and proper /' • �[ 2.2e4 compression web bracing multIi be Installed where shown v. incorporation of component is the responsibility of the building designer. �,�C.y y. { '4. 3.Additional temporary bracing to lnWn stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et el \it by Is the responsibility of the erector.Addit anal permanent bracing of 2'ntin and sheathing t tl hin.rs such ply wood s braced throughout their dry length). continuous such as plywood sheathing(TC)end/or drywell(BC). Aq 1 11 1("s� DATE: 11/2/2015 the overall structure is the respontiibHty of the budding designer. 3.2s Impact bridging or lateral bracing required where shown vi. lJ 1.. SEQ.: K 15 0 4 7 9 7 4.No bad should be applied to any component end sitar all bracing end 4.Installation of truss le the responsibility of the respeGNe contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and gnats rsumesf ll bearing af ssupportswedge 5.CompuTrus has no control over and assumes no responsibility for the 8.Design fuliIaAshown.Shim or wait If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided November 3,2015 6.This design is furnished subject to the limitations set brth by 5.Plates shall be located on both feces of truss,and placed so their center TPNMCA In 5151,wpbs of which slit be furnished upon request. lines coincide with point center lines. 9.Digits Indicate size of plate in inches. MITek USA,Int./CompuTNs Software 7.6.6(1L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MITek) • • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-168) 496 3-7=(-311) 304 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-699) 217 7-8=(-115) 266 7-4=(-286) 492 WEBS: 2x9 KDDF STAND 43-4=(-529) 296 7-5=(-179) 255 LOADING 4-5=(-519) 300 5-8=(-660) 227 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -92) 103 8-6=( -99) 81 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 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" -170/ 820V -302/ 349H 5.50" 1.31 KDDF ( 625) BOTTOM.CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16'- 5.5" -107/ 684V 0/ OH 5.50" 1.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. s 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-02-08 • 7-03 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 • f f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-08-10 9 05-19 4-05-14 2-09-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" .777" MAX TLIVCREEP DEFL = -0.022" @ 9'- 2.5" Allowed = 11.036" 12 12 • M-4x6 MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.0" 14.00 14.00 MAX HORIZ. TL DEFL = 0.008" @ 16'- 2.0" 9 4.0" A 7 Design conforms to main windforce-resisting system and components and cladding criteria. Bn Wind: 190 mph, h=26ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 4, M-1.5x3 • 0 I cn 0 0 i ( N O e8 I o M-3x9 M-3x8 M-3x4 y , y y ���0 PR ace 9-02-08 7-03 GINE / 1-00 16-05-0e l5 VN LCQ 3r 89782PE 0"' • JOB NAME : 17-A PLAN A2 • • Scale: 0.2372 a,♦ '. • f NW WARNINGS: GENERAL NOTES, unless otherwise noted: C/ �� 1.Builder enderectlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is tor en individual ,. 7 4 C)R EGON q Q„ Truss: A2 and Wamir#before construction commences. building component.Applicability of design parameters and proper �4� .�a� /� 2.2x4 comprMelon web bracing must be Installed where shown x. Incorporation of component is the responsibility of the building designer. �,.f1 V11 ry G4 3.Additional rory bracing to Insure stability during construction 2.Desitin assumes the top and bottom chords to be laterally braced at �7 ' /� J Is the roape*Ibllily of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall«lecture is the responsibility of the building deeigner. continuousximp sheathing latebas acinplywg red aired,olra,e)own•r tlrywalHBC). �T/C UL {� 3.2x Impact bridging or lateral bracing required where shown� SEQ.: El5 0 4 7 9 8 4.No lead si4eltl be applied to any component until after an bracing and 4.Installation of buss is the responsibility of the respective conkeclo, fasteners ape complete end at no time should any roads greater man s.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design ha.beapplied toany component. end are for"dry condition"of use. S.CompuTru4Me00control over and assumes noresponsibility for the 8.Design essumestallbearingelatisuppodashown.ShimorwetlgeIt EXPIRES: 12/31/2016 fabrlcatlon,llsaedlln 7 ghedlsmeecandieIlmilatio s ettheyte. 7.DesigMatesnaaNbelcteddrainageistruss. November 3,2015 6.This tleal9r�k furnished subject to the timilationa set forth by S.plates ahaA be located on both faces of irvse,and placed co their center TPIIWTCA SCSI,copies of which 010 be lurnlshM1 upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E512-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 39-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 66 2- 8=(-910) 3618 8- 3=1 -2) 152 11- 7=1 -768) 3542 BC: 2x8 KDDF #1&BTR 2- 3=(-6114) 1354 8- 9=(-910) 3618 3- 9=( -190) 340 7-12=(-5872) 1330 WEBS: 204 KDDF STAND; LOADING 3- 4=(-5894) 1404 9-10=(-900) 3708 9- 4=( -758) 3332 206 KDDF #2 A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4212) 1128 10-11=(-662) 2966 4-10=(-2466) 696 2x8,DF SS B TC UNIF LIQ( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-4226) 1122 11-12=( -74) 264 10- 5=(-1630) 6074 BC UNIF LIl( 0.0)+111( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=(-4654) 1092 10- 6=( -580) 276 TC LATERAL SUPPORT <= 12"OC. TON. BC UNIF Lllfl( 970.8)+DL( 340.2)= 811.0 PLF 7'- 0.0" TO 16'- 5.5" V 6-11=( -182) 636 BC LATERAL SUPPORT <= 12"OC. TON. ADDL. BC CONC LL+DL= 3470.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1188/ 5242V -293/ 341H 5.50" 8.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -1623/ 7213V 0/ OH 5.50" 11.54 KDDF ( 625) 1,' ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Join together 2 ply with 3"0.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: �� 9" oc in 1 row(s) throughout 2x4 top chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. ,/X\ 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" o n 1 row(s) throughout 2x9 webs, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 5'- 10.3" Allowed = 0.777" MAX TL CREEP DEFL = -0.127" @ 5'- 10.3" Allowed = 1.036" 9-02-08 7-03 MAX HORIZ. LL DEFL = -0.007" @ 16'- 2.8" 3-04 2-09-12 3-00-12 3-15-11 3-09-05 MAX HORIZ. TL DEFL = 0.013" @ 16'- 2.8" 12 12 M-5x6 Design conforms to marn windforce-resisting 14.00 714.00 system and components cladding criteria. 5 5.611 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Ai *NI (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, @ HANGER BY OTHERS TO APPLY Truss designed for wind loads CONC. LOAD(S) EQUALLY TO ALL MEMBERS. in the plane of the truss only. M-3x6 4 11 ,M-3x4 + LATERALLY BRACE TO ROOF DIAPHRAGM. + 2x4 WEB BRACING IS REQUIRED. 1 t ,ir 1 I i M-3x5 M-4x8 M-5x16 lf�� o 0 /11 /..4111111111=1. INIMILMI N - 8 9 13 i i 11 12 to M-1.5x3 M-7x12 -M-10x10 M-9x10 M-3x10 �1-L'�, O/' 13970# 8 { C A 1 1 A l J' b \CJ\ 1.4 Fla V�7 3-02-04 2-08 3-04-04 3-09-03 3-05-13 �C2' 'F 1 1 1 1 •9782PEr' 1-00 16-05-08 Wedge required at heel(s) • JOB NAME : 17-A PLAN - A3 Scale: 0.2010 ✓ 7.74;.....1/1111111,. '/ l^7�//�. /� Ail WARNINGS: GENERAL NOTES, unless omerwise noted'. /1,+ '�E `N(}yl s IR' 1.Builder and erection connector should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an individual „2'J �,rT h G ✓ ,I�. Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7�('y "i! i7 4.. 2.204 compression web bracing must be installed where Mown+. Incorporation of component Is the responsibility of the bedding designer. ^)'ii-- V 3.Additional temporary bracing to InsUre stability during construction 2.Dedgn assumes the lop and bottom chords to be bterally braced at t f`sA U L �� Is the responsibility of the erector.Additional permanent bracing of 7 oc.and at la o.c.respectively unless braced throughout their length by l,"' DATE: 11/3/2015 the overall structure is the res ondbl f the b desi continuous ahgigior such l b plywood required hewn•drywell(BC). p Aly o building goer. 3.2x Impact bridging or lateral bracing raqulred wbare shown++ S E Ki5 0 4 7 9 9 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the reaponslbifty of the respectbe contractor. 4• fasteners are complete and at no time should any keds greeter than 5.Design assumes trusses are to be used In a non-corrosive environment EXPIRES: 12/31/2016 design hada be applied many component. and are for"dry condition"of use. TRANS ID: LINK 5.CompaTruahes nocontrol over and assumes norespons@ghyfor the 8.DedgnaesumeaNllbearingataXsuppodsshown.Shlmorwetlgelf November 3,2015 necessary. fabrication,handling,shipment end installation of components. 7.Design hallb assumes adequate ondrainage is trusses. 6.This design is famished subject to the limitations set brit,by H.Plates shall be located on both bees of truss,end placed so their center TPIANtCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1958(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS l TRUSS SPAN 11'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 204 KDDF #100TH ( LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #1&BTR SPACED 24.0" O.G. Design conforms to mainwindforce-resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.9ft, 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 I Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. • 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. • / 5-07-08 / 5-07-06 1 ' I '1' NOTE: DESIGN ASSUMES SHEATHING 12 I IM-4x4 12 TO ONE FACE. 14.00 7 2 \14.00 ALi F -f I I rn m 0 0 4/ 5 I ��� p PROFFss 1-00 11-03 1-00 2 �c�, .9782PE c- JOB NAME : 17—A PLAN 4 B1 `""'� bcale: 0.3485 ir �+} OREGON j) WARNINGS: ' GENERAL NOTES, unless otherwise noted 7/}- /.�� 7 7.Builder etlon contractor should be advised of all General Notes 1 This design Is basad only upon the parameters shown and is bran individual „/ 'Cf/•�`y . C1 V Truss: B1 and Waml before construction commences. building component.Applicability of design parameters and proper ,09 . R V 2.2e4 com n web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. a J' 3.Additional t orery bracing to Insure stability during construction 2.Design assumes the top and Sodom chorda to be laterally braced al !1� � is the reap Oily of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by /"" DATE: 11/3/2015 the overall ure Is the responsibility f the building designer. continuo.4Imsheathing inor such as plywood required a where s and/or e drywell(BC). ponsi ty o g goer. 3.2x Impact bridging or lateral breGng required where shown 4. SEQ.: K1504800 4.No bed a be applied to any component until alter all bracing and 4.Installation of truss Isl.responsibility of the respectae contractor. fasteners a complete end at no lime should any bade greater than 5.Design assumes busses are to be used in a noncorrosive environment. EXPIRES: 12/31/2016 T RAN S I D: LINK design ba be wiled to any component and are for dry condition.of use. 5.CompuTru a a no control over and assumes no responsibility for the 6 nDecessary,umeafullbaadngatellauppodsahown.Shimorwedgelf November 3,2015 fabrication, dung,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This desig furnished subject to the Ibngelbns set forth by S.Plates shell be located on both faces of truss,end placed so their center TPbWICA BCSI,copies of which NS be furnished upon request. lines coincide with Joint center lines. B.Digits Indicate abs of plate In Inches. MITek U Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-7317,ESR-1868(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF #1&3TR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-212) 212 6-2=(-609) 228 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-405) 145 7-B=( -21) 29 2-7=( -34) 217 • WEBS: 2x4 KDDF STAND 3-4=(-405) 145 7-3=( 0) 221 LOADING 4-5=( -6) 146 7-4=( -34) 217 , TC LATERAL SUPPORT <= 12"0C. UON. 'i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 4-8=(-609) 228 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: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 654V -222/ 222H 5.50" 1.05 KDDF ( 625) 11'- 3.0" -70/ 654V 0/ OH 5.50" 1.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC 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" MAX LL DEFL = -0.001" @ 12'- 3.0" Allowed = 0.100" 5-07-08 5-07-08 MAX TL CREEP DEFL = -0.002" @ 12'- 3.0" Allowed = 0.133" T f Q MAX TC PANEL LL DEFL = 0.168" @ 2'- 10.7" Allowed = 0.520" 12 12 MAX TC PANEL TL DEFL = 0.410" @ 8'- 4.5" Allowed = 0.780" M-4x6 14.00 7 7\14.00 MAX HORIZ. LL DEFL = -0.002" @ 11'- 1.3" 34.0" MAX HORIZ. TL DEFL = 0.002" @ 11'- 1.3" AK Design conforms to main windforce-resisting system and components and cladding criteria. N-3x4 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=l.6, Truss designed for wind loads in the plane of the truss only. • M-3x944 2r ti� I M Mo : 0 mI rl f 6 x-z' 7 • -/`ti M-1,5x3 M-3x8 M-1.5x3 • • b 5-07-0B 5-07-08 1 �G�` ) PROF�s y1-00 b 11-03� y1-00 y 5� c.!.. cS,r%T! •9782PE 1' JOB NAME : 17-A PLAN - B2 ,or ..0010' Scale: 0.3116 /,„, WARNINGS: GENERAL NOTES, unless otherwise noted, � ,,s.� ms's,. 1.Builder end erection conlrector sho Id be advised 01ed General Notes 1.This design Is based only upon the parameters ehown and b for en Individual 7 , OREGON e" �}. • MINI Truss: B2 and Warnings before construction mences. building component.Applicability of design parameters and proper (t/- f1 ` 2.2x4 compression web bracing mu be Installed where shown r. Incorporation of component is the responsibility of the building designer. 1:9V {(� V.. S� 3.Additional temporary bracing to in re stability during construction 2.Design assumes the top end bottom chortle to he laterally braced al 1" tithe responsibility of the erector. ddilonal pernunsiil bracing of 2'o.c.and at 1o'o.c.recpectivety unless braced throughout their length by h continuous sheathing such ea plywood sheathing(TC)and/or drywall(BC). /"'A U 1•4 is DATE: 11/2/2015 the overall structure is the responsibility of the bulkling designer. 3.2x Impact bridging or lateral bracing required where Mown x+ I. SEQ.:. K15 0 4 6 0 1 4.No load should be applied to any component until alter ell bracing and 5.4.Installation of truss is thhe e are to rese ponsibility in h nomeortive oeive environment,r cr fasteners are complete and at no time should any bads greeter thanDesign assumes trusses tleslgn loads be applied to any component. and are for"tlry condition'of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shover Shim orwedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. ssery iseIsmant7. necessary. eaded on both 11/2be of truss,and placed so their anter TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ina./CotnpaTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-593) 505 5-6=(-828) 913 5-1=(-557) 366 7-3=(-493) 449 BC: 2x9 KDDF #1KBTR I SPACED 24.0" 0.C. 2-3=(-484) 525 6-7=(-357) 500 1-6=(-419) 482 WEBS: 2n4 KDDF STAND; ( 3-4=( -24) 11 6-2=( -32) 221 2x6 KDDF #2 A LOADING 2-7=(-497) 359 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -51/ 595V -330/ 512H 5.50" 0.95 KDDF ( 625) OVERHANGS: 0.0" 0.5" .'. LL = 25 PSF Ground Snow (Pg) 10'- 9.0" -360/ 674V 0/ OH 5.50" 1.08 KDDF ( 625) • BOTTOM CHORD CHECKED FOR A 20 PSP LIMITED STORAGE I M-1.5x9 ox equal at non-structural • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. vertical members (uon). THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • ** For hanger specs. - See , rvbe VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 � d11�Tans a 5-02-12 MAX LL DEFL = -0.006" @ 10'- 2.9" Allowed = 0.492" f--+ .1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" M-1.5x3 4 MAX TC PANEL TL DEFL = 0.040" @ 2'- 4.6" Allowed = 0.742" 14.00 7 3 MAX HORIZ. LL DEFL = 0.009" @ 10'- 1.5" M-3x5 MAX HORIZ. TL DEFL = 0.009" @ 10'- 1.5" $ NOTE: WEB BRACING SHOWN + MAY BE ON OPPOSIDE OF Design conforms to main windforce-resisting MEMBER TO ALLOW FOR CLEARANCE OF GABLE STUDS. system and components and cladding criteria. 4 1.5x4 Wind: 140 mph, h=25.9ft, TC DL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • Only left end vertical is exposed to wind, • Truss designed for wind loads M-3x5 -Hi in the plane of the truss only. M-3x4 ,�� ni Truss designed for 4x2 outlookers. 2x4 let-ins I il-f.:Zsje4;iei!nintedct4rtoawihfst:9 ;:yeo-pin. f tgrade a structural top cm A it ateenoe -in.Itwith e adboard areas only. +i M-3x4 of ff 1 o 5 6 M-1.5x3 M-3x4 M-3x4 ' Fco-,p.0 PRO/ o5 J, 5-02-12 y . 4-10-12 0-07 08 c.t 'NyCa�NEFI? c$'p0,. y 10-09 0-00-08 . ` $•782P �" JOB NAME : 17-A PLAN -. Cl • / . �A -� Scale: 0.2331 t. OREGON 40 WARNINGS: GENERAL NOTES, unless otherwise noted: '�}y /jam OREGON °. �.. Truss: C 1 1.Builder a ion contractor should be advised of all General Notes 1.TNN design is based onty upon the parameters shown and is for an Individual +�y�YV& `y 4 [;,4<e[ and Wami before construction commences. building component.Applicability of design parameters and proper I R 1 2.2x4 comp. n web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional rery bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at (� ` lathe re Ilty of the erector.Bddrtenal permanent bracing of T o.c.and at 1G o.c.rospsctivsly unless braced throughout their length by P continuous sheathing such as plywood sheath ng( )and/or drywall(BC). DATE: 11/3/2015 the overaN urs le the responsibility of the building designer. 3.2x hoed bridging lateral bracingrequired where shown++ 4.No bed s be applied to anyt until after all bracingPe ging or SEQ.: K1504802 a e PPtomponenne 4.Designntuestruss sesareto UsedInasibility of erespedoscoenviron fasteners ale complete and at no time should any roads greater than 5. assumes susses are to be used m a non-corrosive environment, �/('y ry �'+ {I]��]-I I'� y�+ TRANS ID: LINK design leadlibe applied to any component and are for"dry condition'or use. EXPIRES. FGld 1/2016 5.CompuTruiIreenacontrol over and assumes noresponsibility for the 8.Dealgneseumesfullbearingelapeupponsahown.0hlmorwetlgeil November 3,2015 fabrication,tenting,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design.,furnished subject to the limitations set forth by 0.Plates shall be located on both faces of truss,and pieced so their center TPIIWI'CA IN BCSI,copies of which 0111 be furnished upon request. lines coincide with joint center lines. MiTek USy Inc./Com uTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate In inches. P ( ) 1o.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) L . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-0B HIP-D SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 57 2-12=7 -780) 3052 12- 3=( 0) 289 2x6 RIDE #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3759) 1025 12-13=7 -780) 3093 3-13=(-158) 85 BC: 2x6 RIDE #1&BTR 3- 9=(-3460) 1067 13-19=7-1097) 3639 13- 9=(-259) 1136 WEBS: 2x9 ROOF STAND LOADING 9- 5=7 0) 0 19-15=(-1097) 3634 13- 6=(-877) 3B9 LL = 25 PSF Ground Snow (Pg) 4- 6=(-2962) 951 15-16=7 -780) 3093 14- 6=( 0) 592 TC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL) 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 9.0" V 6- 8=(-2962) 951 16-10=7 -780) 3052 6-15=(-877) 389 BC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LLi 73.9)+DL( 20.6)= 94.0 PLF 7'- 9.0" TO 16'- 0.5" V 7- 8=( 0) 0 8-15=(-259) 1136 TC DRIP IL 50.0)+DL( 14.0)= 64.0 PLF 16'- 0.5" TO 23'- 9.5" V 8- 9=(-3960) 1067 15- 9=(-159) 85 BC UNIF LLI 0.0)+DL( 29.9)- 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 9-10=(-3754) 1025 9-16=7 O) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL 50.0)+DL( 39.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V 10-11=7 0) 57 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC ONC LL( 185.7)+DL( 52.0)= 237.7 LBS @ 7'- 9.0" TC ONC LL( 185.7)+DL( 52.0)= 237.7 LBS @ 16'- 0.5" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -690/ 2586V -103/ 103H 5.50" 4.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 23'- 9.5" -690/ 2586V 0/ OH 5.50" 4.19 ROOF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 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/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" MAX LL DEFL = -0.103" @ 11'- 10.7" Allowed = 1.194" MAX TL CREEP DEFL = -0.205" @ 11'- 10.7" Allowed = 1.525" MAX LL DEFL = -0.002" @ 24'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 24'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.061" @ 23'- 4.0" 7-08-11 8-04-02 7-08-11 '' T ' 1' 1' Design conforms to main windforce-resisting 3-10-06 3-03-10 0-06-11 4-02-01 4-02-01 0-06-11 3-03-10 3-10-06 system and components and cladding criteria. T T T h447.70# 4' 4247.70# T 1' 1212 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6 III M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 [7' 5 M-3x8 7 Q 7.00 load duration factor=l.6, 6 ° Truss designed for wind loads T2 in the plane of the truss only. ,4000007111"M-3X93 -3x9 .. 1r M-3x8 M-3x8 o 1 2 12 13 19 15 16 �'`10 I o - M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 I o M-7x8(5) J, y J. y J. J. J. •LEO PRQ/ 3-08-10 3-03-10 4-10-08 4-10-08 3-03-10 3-08-10 �..�'�,T`e. GrNr.,t�v ,y" 1-00y 23-09-08 1-00y ,t. �� ~`, /0A9 8.782 P E k'<" • JOB NAME : 17-A PLAN - D1 Scale: 0.2561 '` ;7 WARNINGS: GENERAL NOTES, unless otherwise noted: Ca" h4, 1.Builder and erection contractor.hod d be advised of all General Notes 1.This design Is based only upon the parameters shown and Is Br an individual "9 OREGON c�, �„ Truss: D1 end Warnings before oonetruction commences. building component.Applicability of design parameters and proper �,�j / fl 2.2.4 compression web bracing must be installed where shown-. Incorporation of component la the responsibility of the building designer. V? -4R Y �G V. S� 3.Additional temporary bracing to Insure stabile):during construction z.Design assumes the top and bottom chorda to be laterally braced al 7 J Is the reaponsibilll9 o1 the erector.Additional permanent bracing of 2'o.c.and at 18 o.c.respectively unless braced throughout their length by f"'41.11- Pe DATE: 11/2/2015 the overall structure IS me responsibility the D continuous sheathing such as plywood eneatning(rC)and/or drywell(BC). A U 1- ' ofbuilding designer. 3.20 Impact bridging or lateral bracing required where shown e• SEQ.: K1504603 4.No mad should be applied to any component until.her all bracing and 4.Installation of truss is thheaeoc.ullsryye Inth respect.. environment, fastener.are complete and at no One should any lee%greater man arses assumes "dry truslses of tousbe TRANS I D: LINK design loads be applied to any component. O Design assumes full bearing at all supports shown.shim or wedge if raa 5.CompuTrue hes no control over and assumes no penslblllty for the syry,m EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design Is furnished subject to the limitations eat form by 8.Plates shall be located on both faces of truss,and placed so their center TPI/'MCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CorrlpuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONSY TRUSS SPAN 10'- 9.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 254 KDDF #1&BTR 1-2=(-593) 505 5-6=(-828) 913 5-1=(-557) 366 7-3=(-993) 999 { SPACED 24.0" O.C. 2-3=(-984) 525 6-7=(-357) 500 1-6=(-919) 482 WEBS: 2x4 KDDF STAND; i 3-4=( -24) 11 6-2=( -32) 221 2x6 KDDF #2 A LOADING 2-7=(-497) 359 , LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"00. CON. j DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. 1 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • 0'- 0.0" -51/ 595V -330/ 512H 5.50" 0.95 KDDF ( 625) OVERHANGS: 0.0" 0.5" LL = 25 PSF Ground Snow (Pg) 10'- 9.0" -360/ 674V 0/ OH 5.50" 1.08 KDDF ( 625) • BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ** For hon ger s LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. g pets. - See approved plans 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 5-06-04 5-02-12 MAX LL DEFL = -0.006" @ 10'- 2.9" Allowed = 0.492" f f f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 12 4 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" M-1.5x3 MAX TC PANEL TL DEFL = 0.040" @ 2'- 4.6" Allowed = 0.742" 14.00 7 I• 3 MAX HORIZ. LL DEFL = 0.009" @ 10'- 1.5" MAX HORIZ. TL DEFL = 0.009" @ 10'- 1.5" • Design conforms to main windforce-resisting system and components and cladding criteria. • • Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Only left end vertical is exposed to wind, +-@ Truss designed for wind loads in the plane of the truss only. M-3x4 M *1 o I 0 A 1 M , • I pp Tr • M-3x9 ti Al...._*- i •M O 6 M-1.5x3 M-3x4 M-3x4 t�ryry r 5-02-12 4-10-12 0-08 ,r\C� ) PnQ rAs y 0 �NG1NEFq l� 10-09 0-00-08C? ?� 414 -7 ' 89782f E JOB NAME : 17-A PLAN C2 rte/ ..r: • • Scale: 0.2376 IOW WARNINGS: GENERAL NOTES, unless otherwise noted: Er,�r y� /'� 40 Truss: C 2 1.Builder n' -otion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indrvldual 'T Q fI ELION /k and warn! before construction commences. building component.Applicability of design parameters and proper 2 V IT. 2.2x4 sum f n web bracing must be Installed contra shown.. incorporation of component Is the respond b lay of the balding designer. "_"1 R y A 1/ ��` 3.Additional •tory bracing to insure stability during construction 2.Design assumes the lop and bosom chorda to be laterally braced at (^w♦_ Is the ree••g •I of the erector.Additional 2'o.c.and at lU ob.respectively unless braced throughout their length by `�'/{- DATE: 11/2/2015 j 'ur permanent bracing or continuous sheathing such as plywoodgheathing(TC)and/ordrywag(Be). -f �(yyn' f the overall re Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -AUL SEQ.: K1504804 4.Notoed s .be applied to any component unl:l after all bracIng and 4.Installation of trues Is the responsibility of the respective contractor. fasteners a Complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design ion. be app IIdtoanycomponent. and are for"dry condition"ofuse. 5.CompuTrns) en control over and assumes no responsibility for the 6.DasignassumesfullbearingataMsupportsshown.5hlmorwadge:r EXPIRES: 12/31/2016 fabrication, ndirp,shipment and Installation of components. 7.Design esumes adequate drainage is provked. November 3,2015 8.This design'furnished subject to the Imitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPVWTCA•SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek U ' Ino./CsmpuTrus Software 7.6.6(tL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • k This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #166TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-151) 108 • TC LATERAL SUPPORT <= 12"OC. ION. 1 LOADING BC LATERAL SUPPORT <= 12"OC. DON. i LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BPS REQUIRED BAG AREA 1 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1 TOTAL LOAD = 92.0 POE 0'- 0.0" -129/ 365V -26/ 83H 5.50" 0.58 KDDF ( 625) 0'- 10.8" -130/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ' IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0-11-0"• ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP n D 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" 12 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.059" 14.00 MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.088" /// MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.198" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.3" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = -0.001" @ 0'- 10.8" 3 -/ • Design conforms to main windforce-resisting system and components and cladding criteria. '.. I Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'I� II load duration factor=1.6, r Truss designed for wind loads 0 I in the plane of the truss only. •i 0 o t ** 4 -3x4 i Jr • l l 1-00 II 3-10-08 [PROVIDE:FULL BEARING;Jts:2,3,4 • ��?`“). PROpEt, • 89782PE JOB NAME : 17-A PLAN - DJ1 Scale: 0.7730 7 WARNINGS: GENERAL NOTES, unless otherwise noted: C^" '^ 1.Builder and erection contractor sh Wd be edvised of a General Notes 1.This design is based only upon the parameters shown end Is for an Individual .4 OREGON 4>� �„ Truss: DJ1 and Warnings before construction mmencee. building component.Applicability of design parameters and proper `/'� �3 h 2.2x4 compression web bracing mu be Installed where shown+. Incorporation of component is the responsibility of the building designer. 1, VA'l lam. '(� ��(" 3.Additional temporary bracing to In un stability during construction 2.Design assumes Me lop and bottom chords m be laterally braced at 'l 3 _+ Is the responsibility of the elector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by /� el 1{ DATE: 11/2/2015 the overall structure is me roe oneibG of the building desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'�A AUL { j'1 p ly ing gner. 3.2i Impact bridging or lateral bracing required where shown*+ *l V 1.- 4.No bad should be applied to any component until alar al bracing end 4.Installation of truss A the responsibility of the reapeclle contractor. SEQ.: K 15 0 4 8 0 5 fasteners are complete and at no lima should any keds greater than S.Design assumes trusses are to be used in a noncorrosive environment, design meas be applied to any component. and are for'dry condition"of use. TRANS ID: LINK 5.CompuTrushas nossnt I over and assumes nonaponeibllityfor Me 8.Design assumes ullbeadngeI al supportsshown.shimorwedgeif EXPIRES: 12/31/2016 fabrication,handling, necessary. as edlsmeecto the installation leoneyls. 8.Designassumes adequate drainage bprovided.n November 3,2015 8.This design b furnished subject to the limitations sl krdh by 8.Plates shall be located on both laces of truss,and placed so their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digas indicate eke of plate in inches. MITek USA,Ino./CompoTnts Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-83) 71 ' TC LATERAL SUPPORT <= 12"OC. UON. LOADING . • BC LATERAL SUPPORT <= 12"OC. UON. i. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 292V -99/ 119H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -99/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) "' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 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" 1-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.073" • MAX BC PANEL LL DEFL = 0.009" @ 1'- 9.9" Allowed = 0.148" MAX TC PANEL TL DEFL = 0.006" @ 1'- 3.6" Allowed = 0.299" 12 MAX BC PANEL TL DEFL = -0.009" @ 2'- 0.6" Allowed = 0.197" 14.00MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.8" /// 3 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.8" '000 Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, o Truss designed for wind loads co in the plane of the truss only. I N O f otm I � i O o9 -3x4 1-00 3-10-08 PROV I e .<(. c3,0) PROFEc., CO NGINE� � 2 �` 89782PE v JOB NAME : 17-A PLAN - DJ2 • • Scale: 0.6280r r,. CJ VVA 1.Builder O. hRpe isb, unless o thrwise eparc ate: l' OREGON Truss DJ2 BuWarendin baron shouldadvised ofall OanenlNotes Thisdesignsaps nen:.#ased ntysab4lyHdeeigetereshownandiafor dhltlual N� and Warne*before construction commences, building component.Applicability of design parameters and properG q 2.2s4 compreFaloe web bracing must be installed where shown+, Incorporation of component le the responsibility of the building designer. ��..77 `(� 3.Addkionel t*aperary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �� 'l�` �. Is the respoyrs,kky olthe erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rospedNety unless braced throughout their length by ure le the responsibility ohne building deeldesigner. continuous sheathing such as plewood sheathing(TC)and/or drywas(BC). PA U L DATE: 11/2/2015 the overall e�q 3.lot Impact brttlging or lateral bracing required where Mown++ SEQ.: K1504806 4.No load she*be applied to any component until after all bracing and 4.Installation or truss Isthe responsiblSyofthe respeGNecontractor. fasteners aril complete end al no time Mould env loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design load sibeapplied toanycomponeel. and are for'dry condition"of use. 5.CompuTrusli�Msee no control over and assumes no responsibility for the 8.Design assumes fait bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 nates fabrication, ndll its shipment to tallatlon of components. 7.Design as sumer adequate drainage is provided. November 3,2015 8.This designfurnished subject the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPPNTCA IS SCSI,copies of which will be furnished upon request lines coinGde with Jolts center lines. MiTek U Inc./Com uTrus Software 7.6.6 iL-E S.Digks indicate slew of plate In inches. p ( 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) h i t This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 97 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -15/ 308V -63/ 1561i 5.50" 0.49 KDDF ( 625) 2'- 10.8" -104/ 105V 0/ 011 1.50" 0.17 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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" 2,,11-09MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.025" 9 1'- 10.3" Allowed = 0.265" 3 MAX TC PANEL TL DEFL = 0.024" @ 1'- 10.3" Allowed = 0.398" 12 • MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" 14.00 [77MAXHORIZ. TL DEFL = -0.001" @ 2'- 10.8" �/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,i load duration factor=l.6, i Truss designed for wind loads in the plane of the truss only. • co • o I Lo �� -I o I F4 0 M-3x9 1 • 1 1y 1-00 3-101-08 'PROVIDE FULL BEARING:Uts:2,3,4 I C, rt � \GINE'Fl ` ,.• r0*r 41:. 89782PE r JOB NAME : 17-A PLAN - DJ3 • Scale: 0.5665 7 WARNINGS: GENERAL NOTES, unless otherwise noted: Lei /'•�r"TE/"aOpl h10 1.Builder and erection contractor sh uM be advised of eft General Notes 1.This design Is based only upon the parameters shown and Is bran Individual "}7 O1"l.G''11..77 11 VVn/N Truss: DJ3 end Warnings before construction mmefices. building component.Applicability of design parameters and proper `' V 2.2v4 compression web bracing mu be Installed where shown+, incorporation of component Is the reaponslblllty of the building designer. 1, t.4�*y`�. A 4. 3.Additional temporary bracing to In re stability during construction 2.Design assumes the top and bottom chorda to he laterally braced al ♦ r l 7 _+ Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and a110'o.c.reapeGNely unless braced throughout that/length by /+� x tAN DATE: 11/2/2015 the e resp structure is me responsibility Ad of permanent t br continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). J1/1 1 1{ T s p h fog designer. 3.2a Impact bridging or lateral bracing required where shown++ r'1 V 1.• SE Ki5 0 4 8 0 7 4.No load should be applied to any component until after aN bracing end 4.Installation of truss Is the responsibility of The respective contractor. 4• fasteners are complete and at no time should any leads greater then 5.Design assumes trusses are to be used In a nonoorroalve environment, del loath be applied la any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes ull bearing et al supports shown.Shim or wedge H EXPIRES: 12/31/2016 scary. I fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 S.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both feces of truss,and placed so their center TPIIWrCA In SCSI,copies of which will be fumiehed upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inn./CompuTnus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x9 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF 816BTR I SPACED 24.0" O.C. 2-3=(-139) 118 TC LATERAL SUPPORT <= 12"0C. UON. S LOADING BC LATERAL SUPPORT <- 12"0C. UON. i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 3 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.1" j TOTAL LOAD = 42.0 PSP 0'- 0.0" -23/ 326V -78/ 186H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -108/ 128V 0/ OH 1.50" 0.16 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.009" -V MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" ' 3 MAX TC PANEL LL DEFL = 0.070" @ 2'- 3.8" Allowed 0.345" MAX TC PANEL TL DEFL = 0.067" @ 2'- 3.8" Allowed = 0.518" 12 MAX HORIZ. LL DEFL = -0.002" @ 3'- 8.2" 6' MAX HORIZ. TL DEFL = -0.002" @ 3'- 8.2" 14.00 �7 /// Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cdo load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. N o u) /o I 4 0* o M-3x4 1 ),__________,I, bb 1-00 3-10-08 0-01-01 �'L 'PROVIDE FULL/BEARING;Jts:2,4,3 I [1 L; .<<:, .p PRpF � 04GINe - /per 4•L" 8.782PE 9 JOB NAME : 17-A PLAN - DJ4 .7' 01,, 7 Scale: 0.5082 ��.. r� WARNINGS: GENERAL NOTES, unless otherwise noted. (o' OREGON 1.Builder and"faction contractor should be advised of all General Nobe° t Tlds des gn is based only upon the parameters shown and s/or an lndMdu°I -e7 QR 5 Truss: DJ4 andwamin�before construction commences. g componen.A Applicability of design building I pp y parameterc and proper 2.204 compre*lon web bracing met be Installed where shown+ Incorporation of component h the raspons tiny of the building tleslgner. ,,,.ay al �, 3.Additional t�iporary bracing to insure stability during construction 2.Design assumes the top and bottom unless braced to be laterally braced eat n I�� '1 ''� is the respoeabIlily of the erector.Additional permanent bracing of 2'o.c.antl at 10'o.c.each cc ey unless throughout the it length by DATE: 11/2/2015 the overall Madura is the responsibility of the building designer. continuous sheathing such as plywood required ing(TC)end/or drywall(BC). P„A U L Ck 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 1<1504808 4.No load ehallld be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners alp complete end et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design b he applied to en ponen and are forrutl condition"of use. TRANS ID: LINK °sg aMany 6.Desi 'dry at 5.CompuTru^s no control over and assumes no responeibllny for the ®^assumes bearing ppoda shone.Shim or wedge if EXPIRES: 12/31/2016 fabrication, ding,shipment end Installation of components. necasse ry. 8.This design Mnishedsubplottothe lknnetbnaset(ode by ' °°°'°"ireNbe°°°eq°°'°dr°'^°°°'a pr°°'°°°. November 3,2015 6.Plates shall be bested on both races of truss,and placed so their center TPIANrCA w SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. MITek USCI�'lard./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector ecoor pplat desiin gn hes. USIILplate gn values see ESR-1371,ESR-1968(MiTek) 1 I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=10) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-290) 229 3-9=( -61) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -17/ 315V -102/ 234H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 92V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 8.2" -213/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) ** For hanger specs- - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.6" -4/ 13V 0/ OH 1.50" 0.02 KDDF ( 625) •REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX Ti CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.3" Allowed = 0.345" MAX TC PANEL TL DEFL = -0.016" @ 2'- 0.9" Allowed = 0.518" 6 (7 MAX HORIZ- LL DEFL = -0.003" @ 3'- 8.2" MAX HORIZ. Ti DEFL = -0.003" @ 3'- 8.2" 12 3 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria, �) Wind: 190 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, • • IN Truss designed for wind loads o in the plane of the truss only. I • r") • O • I • • o I AKiA I �. 5.,. 0 M-3x4 • • • ), y y y EB PROF,. ,` 1-00 3-10-08 1-01-01 C.6.16''PROVIDE FULL BEARINGIJts:2,5,3,4 25� (�0�� 4`. 'PROVIDE f( V89782PE C� JOB NAME : 17-A PLAN - DJ5 • Scale: 0.4955 / WARNINGS: GENERAL NOTES, unless otherwise noted: _ C.......511, y \\\ �4, t.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 Tt OREGON '( `,J Ly," Truss: DJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,c) /. ♦ 2.2s4 compression web bracing mu!be installed wtero shown e. incorporation of component Is the responsibility of the building designer. 7 AI j7..". A ) 3.Adduced temporary bracing to ingrro stability during(construction 2.Design assumes the top and bottom chorda to be laterally braced al N7 l � Is the responsibility of the erector.Additional permanent bracing of T o.a and at 10'0.0.respectively unless braced throughout their length by /� (^� continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). PSA 1 t{ [-s DATE: 11/2/2015 the overall swcture is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ l.J * 4.No load should be applied to any component until alter ell bracing end 4.Installation of(rues le the responsibility of the respective contractor. SEQ.: K I S 0 Q 8 D 9 b fasteners are complete and et no One should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dr/condition"of use. 5.CompuTrus has no control over and assumes no responsibility ler the 8 necessary. fabrication, assumes NII bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided November 3,201 5 8.This design is furnished subject to the limitations sat forth by 8.Plates shell be rotated on both faces t truss.and placed so their center TPIIWTCA in 13151,copies of which will be furnished open request. lines coincide with joint center lines. 9.Diggs indicate size o/plate In inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 119 2-10=(-1608) 5048 10- 3=( 0) 778 14- 9=(-378) 282 BC: 206 KDDF #1&BTR 2- 3=(-6089) 1834 10-11-(-1608) 5036 3-11=( -594) 70 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-5292) 1862 11-12-(-2118) 5338 11- 4=( -330) 1458 LL = 25 PSF Ground Snow (Pg) 9- 5=( 0) 0 12-13=(-1922) 9760 11- 6=(-1142) 756 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 12'- 0.0" V 9- 6=(-4512) 1659 13-14=(-1294) 3060 6-12-) -329) 358 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 39'- 8.0" V 6- 7=(-5230) 2069 12- 7=( -139) 820 - BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 39'- 8.0" V 7- 8=(-3722) 1506 7-13=(-1810) 842 8- 9=( -102) 114 13- 8=( -466) 2006 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+DL( 140.0)- 690.0 LBS @ 12'- 0.0" 8-19=(-4290) 1762 ALL FLAT TOP CHORD AREAS NOT SHEATHED AUDI: BC CONC LL+DL= 506.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -1102/ 3809V -135/ 278H 5.50" 6.09 KDDF ( 625) • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -1405/ 3970V 0/ OH 5.50" 5.55 KDDF ( 625) 1 ( 2 ) complete trusses required. _,,_ Join together 2 ply with 3"0.131 DIA GUN nails staggered at: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9 oc oc in 1 row(s) throughout 2x4 top chord, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ` „ , 9" in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" \M\/ 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.196" @ 11'- 9.5" Allowed = 1.937" • *5 For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.271" @ 18'- 6.0" Allowed = 2.583" MAX HORIZ. LL DEFL = -0.044" @ 39'- 9.5" li MAX HORIZ. TL DEFL = 0.072" @ 39'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.Ift, TCDL=9.2,BCDL=6.0, ASCE 7-10, 11-11-11 27-08-05 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,r _ load duration factor-1.6, f Truss designed fox wind loads 6-01-12 5-04-12 0-15-03 6-06-05 6-11-08 6-11-08 7-03 in the plane of the truss only. T T T T T T f 11-09-08 T 640# 12 M-5x6(S) 7.00 M-9x8 s M-3x4 0.25" M-3x8 M-1.5x3 6 /L. Ye 8 9 '-/ 1 M-3x6 41/\/\ o o / oo r o M-3x8 ti ui • CI] 0 l� 10 12 13 5'14 i M-1.5x3 M-^x8 M-3x4 M-3x4 M-3x8 0 1506# M-5x6(S) a".-m--- y 6-00 5-04-12 9-05-01 y 9-03-05 9-06-13 yIN E 19-08 • 20-00 y rG� �ou 670, 2-00 39-08 89782PE '' • JOB NAME : 17-A PLAN - E1 ,/,,,,,,,•!'. -1111r • • Scale: 0.1972 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGONTruss: E 1 1. uilder and •Ion contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and Is for an Individual /�N. and Ward •before construction commences. building component.Applicability of design parameters and proper 4/' r V '` 2.2a4 comp- n web bracing must be Installed where shovel+. incorporation of component lathe responsibility of the building designer. ,.1I (.(zq st`. G V 8 2.I so.assumes the top eslbottom chords to be laterally braced at 7 '1 J�'Y- 1 J �G_ 3.Additional t. ••nary bracing to Insure stability during conahuction I'so.and at IS o.c.respectNey unless braced throughout their length by L V is the res•• ••15 of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1,/p e 9"\-' ` DATE: 11/2/2015 the overact •urs is the responsibility of the building designer. 3.2s Impact bridging Sr lateral bracing required where shown a+ �•S 1.. SEQ. : K 15 0 4 810 4.No load a. .be applied m any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners a'complete and at no time should any loam greater than 5.Design assumes trusses are to be used inc non-corrosive environment, TRANS ID: LINK design Ma• . applied to any component. Cedar.for dry cundition alas.. 5.CompuTrus,s no control over and assumes no responsibility for the 8.Design�umesfullbearing.t.1supportsshown,shies,aedgeif EXPIRES: 12/31/2016 fabrication, Sling,shipment and installation of components. T.Design assumes adequate drainage is provided. November 3,2015 6.This designfurnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPI/WTCA t BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MITek US' 810./CompuTrss Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-861) 2320 3-11=( -160) 149 15-10=(-164) 92 BC: 2x4 KDDF #1&BTRSPACED 24.0" O.C. 2- 3=(-2719) 517 11-12=(-760) 2155 11- 4=( -12) 315 WEBS: 2x4 KDDF STAND; 3- 4=(-2566) 522 12-13=(-615) 1924 4-12=( -470) 209 2x9 DE STAND A; LOADING 4- 5=(-2120) 534 13-14=(-512) 1642 12- 5=( -108) 727 2x4 KDDF #1&BTR B 'i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-15=(-346) 1027 12- 7=( -273) 121 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1787) 499 7-13=( -301) 224 TC LATERAL SUPPORT <= 12"00. SON. TOTAL LOAD = 42.0 PSF 7- 8=(-1823) 513 13- 8=( -136) 578 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-1266) 393 8-14=( -893) 313 • LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -184) 1193 9-15=(-1826) 479 NOTE: 2x4 BRACING AT 24"OC VON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 1910V -182/ 374H 5.50" 3.06 RIDE ( 625) OVERHANGS: 24.0" 0.0" 39'- 8.0" -263/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) JT 2: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.122" @ 15'- 9.5" Allowed = 1.937" MAX TL CREEP DEFL = -0.229" @ 15'- 9.5" Allowed = 2.583" MAX HORIZ. LL DEFL = 0.057" @ 39'- 4.5" 0-85-03 MAX HORIZ. TL DEFL = 0.089" @ 39'- 4.5" 15-11-11 23-08-05 ,( Design conforms to main windforce-resisting 5-03-03 4-11-14 5-03-06 5-06-05 5-11-08 5-11-08 6-03 system and components and cladding criteria. '1 1' T f T '1 1' ' Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-09-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f I load duration factor-1.6, 12 M-5x6(5) Truss designed for wind loads M-4x6 6 M-3x4 0.25" 9 10 in the plane of the truss only. 7.00 =M-4x4 M-1.5x3 M-5x6(S) ,s y O► 0.25" 4 4J 0 ++ + + +1 W i M-1.5x3 0 3111/\+ i 01 o A ,n 1 2 11 1 ii 13 14 *d5 t M-3x6 M-3x4 M-3x8 M-3x4 =M-4x4 M-3x5 0 M18HS-3x18(S) n P R Qp l l b l J. 0) t"n Lf 7-10-14 7-05-14 8-01-01 7-11-05 8-02-13 o, w1 CaIN E Ss' J• 20-00 y 19-08 y �~ N -d Q y2-00y 39-08 '�' :9782PE144 �' • JOB NAME : 17-A PLAN - E2 Scale: 0.1472 //' /�2-'� WARNINGS: GENERAL NOTES, unlessolherwke noted' .E CON 1.Builder end erection contractor shoed be advised of all General Notes 1.This design is based only upon the parameters shown and A for an indeldual �f T/k/ }- EP."" CON rZ e,�, Truss: E2 end Warnings before construction commences building component.Applicability of design parameters and proper sa Ifr CP ��( 2.204 compression web bracing moat be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 817X? Vag R Y . t G' e 3.Additional temporary bracing to In stability during construction 2.Design andattassumes the top and bottom chorda to he laterally braced at 'l 1 1 `7 Is the responsibility of the erector. llonal permanent bracing of 2'o.c. at 1o'es.reach en plywoodly unless braced throughout their length by DATE: 11/2/2015 the overall structure is the responsibility of the!meting des continuous sheathing such as sheething(TC)and/or drywall(SC). Pq 1 i L v pone ty g igner. 3.2s Impact bridging or lateral bracing required where Mown** 4�J{... SEQ.: K1504611 4.No load should be applied to any component until NAerall bracing and 5.4. llationoftruisthehe contra to,.on , fasteners are complete and at no time should any keds greater thanDesign assumes tleNgn loses be applied to any component and are for"dry oonditkn'of use. TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes ull beeng atapsupports mown.Shim orwedge:t EXPIRES: 12/3112016 awry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. N ovem be r 3,201 5 6.This design Is furnished subject to the limitations sat forth by S.Plates shag be located on both faces of truss,and placed so their center TPIMRCA In SCSI,copies of which ell be famished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(0L)-E 10.For bask connector plate design values dee ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR - LOAD DURATION INCREASE = 1.15 1- 2=( O) 114 2- 9=(-390) 2268 3- 9=(-252) 208 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2630) 533 9-10=(-246) 1921 9- 4=( -28) 520 WEBS: 2x9 KDDF STAND; 3- 4=(-2378) 531 10-11=(-234) 1805 9-10=(-790) 287 2x9 IF STAND A LOADING 4- 5=(-1699) 491 11- 8=(-398) 2132 10- 5=(-313) 1297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 505 10- 6=(-744) 286 TC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2380) 561 6-11=( -45) 532 BC LATERAL SUPPORT <= 12.0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2633) 565 11- 7=1-256) 229 OVERHANGS: 29.0" 0.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) an For hen ger specs. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -394/ 1903V -272/ 286H 5.50" 3.04 KDDF ( 625) g - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -252/ 1666V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at.29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.125" @ 19'- 10.0" Allowed = 1.938" MAX TL CREEP DEFL = -0.254" @ 19'- 10.0" Allowed = 2.583" MAX HORIZ. LL DEFL = 0.060" @ 39'- 2.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" • 19-10) 19-10 Design conforms to main windforce-resisting 1 1' system and components and cladding criteria. 6-08-15A `6-05-1'0 6-07-06 6-07-06 6-05-10 6-08-15 I I '1 11' 1' '( ' Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 00 M-9x6 ...' "j7.00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 M-5x6(5) NM-5x6(S) 0"25" 0.25" 9 ie }N AppM-1.5X3 M-1.5x3 3 {' 0 r-iA A o \1 cs N 1/ 1M-3x6 M-3x4 0 25" M-3 x9 M-3x6 *� {, r �Lf o M-5x8(5) o (1 , 1 b b y y 1 Co,tilNGINE� �p ,1,_____,L 10-00-10 9-09-06 9-09-06 . 10-00-10 y �. VO n /d,. 2-00 y 39-08 '<' 8".782PE r JOB NAME •. 17-A PLAN -j E 3 /// s • • Scale: 0.1513 + -"ear WARNINGS; 1 GENERAL NOTES, unless otherwise noted: (,/ OREGON �4) Truss: E 3 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 'A! 4Z/ } r' and Warne".before construction commences. building component.Applicability of design parameters and proper �'a 'je5 - nV 2.bt4 compropbn web bracing must be Retailed where shown+, Incorporation of component Is the responsibility of the building designer. ,.s� V�.q V �_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterelty braced at 7[`a '1 '� �t/_. is the respoSiMity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,reapectNety unless braced throughout that lerglh by •�' Y DATE: 11/2/2013 the overall aYuclure Is the res onslblAof the buildingdesigner. continuous sheathing such as plywood required here sewn) +r tlrywelltBC). PA U( ` P N B 3.2s Impact bridging or lateral bracing where shown++ X11 L. SEQ. : K 15 0 4 812 4.No load ehoaW be applied to any component until alter aN bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loadibe applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et an supporta shown.Shim or wedge If EXPIRES: 12/31/201 6 fabrication,Sanding, spry' f rte,ed subject and Installation of components. 7.Deign assumes adequatedrainageis provided. November 3,2015 E.This design le furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIIWTCA I e SCSI,copies of which will be furnished upon request. lines coincide with joint center fines. B.Digits Indicate size of plate In Inches. MiTek USP(,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,6512-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-13=(-434) 2193 3-13=(-139) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2648) 615 13-14=(-343) 2008 13- 4=( -1) 329 WEBS: 204 KDDF STAND; 3- 4=(-2462) 616 14-15=(-277) 1738 4-14=(-495) 199 2x4 DF STAND A LOADING 4- 5=(-2005) 605 15-16=(-278) 1738 14- 5=(-161) 669 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=(-340) 1885 14- 7=(-243) 113 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1659) 575 17-11=(-479) 2121 15- 7=( -41) 57 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1752) 645 7-16=(-925) 398 8- 9=(-1828) 602 16- 8=(-484) 1484 LL = 25 PSF Ground Snow (Pg) 9-10=(-2361) 607 16- 9=(-680) 238 NOTE: 2x4 BRACING AT 24"OC VON. FOR 10-11=(-2621) 637 9-17=( 0) 425 ALL FLAT TOP CHORD AREAS NOT SHEATHED ', BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 114 17-10=(-216) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 24.0" '. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 1894V -270/ 269H 5.50" 3.03 KDDF ( 625) 39'- 8.0" -360/ 1894V 0/ OH 5.50" 3.03 KDDF ( 625) 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.139" @ 19'- 2.6" Allowed = 1.937" 0-05-03 MAX TL CREEP DEFL = -0.282" @ 19'- 2.6" Allowed = 2.583" ff 15-11-113-4)2-142-07-07 17-10 MAX LL DEFL = -0.036" @ 41'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 41'- 8.0" Allowed = 0.267" 5-03-03 4-11-14 5-03-06 2-.11-062-10-15 5-10-04 5-10-04 6-01-09 MAX HORIZ. LL DEFL = 0.059" @ 39'- 2.5" 1' 1 1 11 'I/ A `T 1 'I MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" 15-09-08 12 12 M-9X6 12 Design conforms to main windforce-resisting 7.00 G 7.00 '\17.00 system and components and cladding criteria. 9.0" 8 A,( Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-5x10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 56 T / . M-5x6(5) tact duration factor=l.6, M-5x6(5) 3.1 Truss designed for wind loads 0.25" in the plane of the truss only. 0.25" 9 4 0 +I +I + M-1.5x3 M-1.5x3 + o \ a 2 13 14 ( 15 f 16 17 1 2 o I 11M-3x6 M-3x4 0.25" 0.25" M-3x4 M-3x6 1 0 M-5x8(S) M-1.5x3 O ��i'2�1) PROP , M-5x8(S) i,T� � � C Jl 1 1 1 1 1 ›5 t`L ,q C. 7-10-14 7-05-14 3-08-01 2-09-03 7-05-10 10-04-06 J, , zC? �fi! y2-00y 39-08 2-00 ' 8.7 8 2 P E ru •\z::::%). • JOB NAME : 17-A PLAN - E4 Scale: 0.1414 �� d'/%� WARNINGS: GENERAL NOTES, unless otherwke noted: L., OREGON e p h4, 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual174/e/ t C)l E CO 4 fs Truss: E 4 and Warnings before construction commences. building component.Applicability of design parameters and proper /.�.q AV lzr 2.204compression web bracing must be Installed where shown+. incorporation of component is the rcsponsibillty of the building designer. '17,4* '1 RY. 1 V <¢, 3.Additional temporary bracing to ins.re stability during construction 2.Design assumes the top and bottom chords to he laterally braced at _+ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� 11 DATE: 11/2/2015 the overall structure is the responsibility Adofthe bei designer. continuous sheathing such as pcwood cited ng(TC)unarm tlrywall(BC). AA 1 I( p N building 9 3.2x Impact bridging or lateral bracing required where shown++ V i.- SEQ.: K 15 0 4 813 4.No load should be applied to any component until after all bracing and 5.4. allation of truss Isththe e reale be used inthe non�ttivvelve enve contract torment, r. fasteners are complete and at no time should any lads greater thanDesign assumes design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility Mr the S.Design assumes u bearing at al supports shown.Shim or wedge it EXPIRES: 12/31/2016 necefabrication,handling, Bary edlsmject to installation components. 7.Designassumeseladeduoteoth!nage is truss, November 3,2015 8.This design is furnished subject io int limitetba est nth by g,Plates shall be located on both teas of boas,and placed so their center TPIM'TCA in SCSI,copies of which wt8 be furniehed upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IRC./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) ) r i This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- B.O. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 204 PROF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-13=(-902) 5226 13- 3=( -490) 2412 BC: 2x4 KDDF #15BTR; I SPACED 24.0" O.C. 2- 3=(-6384) 1232 13-14=(-886) 5154 3-14=(-1B92) 456 2x6 KDDF 9168TR B1 3- 4=(-4214) 606 14-15=(-522) 3540 14- 4=( -222) 1272 WEBS: 2x4 KDDF STAND; ( LOADING 4- 5=(-3252) 664 15-16=(-342) 2968 4-15=(-1176) 304 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=(-344) 2966 15- 5=( -224) 1302 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2772) 602 I7-18=(-23B) 2208 15- 7=( -606) 220 TC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2224) 488 18-11=(-360) 2458 16- 7=( 0) 198 BC LATERAL SUPPORT <= 12"OC. SON. 8- 9=(-2234) 506 7-17=(-1616) 390 LL = 25 PSF Ground Snow (Pg) 9-10=(-2808) 508 17- 8=( -346) 1768 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 3'- 10.5" V 10-11=(-3024) 500 17- 9=( -642) 258 NOTE: 2x4 BRACING AT 24"00 SON. FOR 11-12=( 0) 114 9-18=( -26) 446 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2307.0 LBS @ 3'- 10.5" 18-10=( -200) 184 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 29.0" 29.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -885/ 4147V -269/ 269H 5.50" 6.63 KDDF ( 625) 39'- 8.0" -408/ 2103V 0/ OH 5.50" 3.37 KDDF ( 625) • ( 2 ) complete trusses required. Join together 2 ply with 3"0.131 DIA GUN _/,_ nails staggered at: j. 9" oc in 1 row(s) throughout 2x4 top chor s, 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom ords, I 9" oc in 1 row(s) throughout 2x4 bottom c ords, VERTICAL DEFLECTION LIMITS:.LL=L/290, TL=L/180 /\y/v�y\/ 9" ow in 1 row(s) throughout 2x4 webs. • @ HANGER BY OTHERS TO APPLY CONC. LOAD(5) EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.072" @ 15'- 2.6" Allowed = 1.937" MAX TL CREEP DEFL = -0.223" @ 15'- 0.8" Allowed = 2.583" 0-0 -03 MAX LL DEFL = -0.009" @ 41'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ 41'- 8.0" Allowed = 0.267" 11-11-11 3-02-14 6-07-07 17-10 ! MAX HORIZ. LL DEFL = 0.028" @ 39'- 2.5" 4-00-04 3-08-10 3-09-10 2-11 -06 6-10-15 5-10-04 5-10-04 6-01-09 MAX HORIZ. TL DEFL = 0.068" @ 39'- 2.5" 1' T . T T T T .' T 11-09-08 1' Design conforms to main windforce-resisting 12 12 M-4x6 12 system and components and cladding criteria. 7.00 [ 7.00 p4 o" '77.00 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, B 9'0. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Vit\ M-5x6(S) Truss designed for wind loads 3.1 in the plane of the truss only. M-4x6. M-5x10 0.25" 9 085 M-3x4 4 -FI 1.5x3M-3x6 + /*M- ° 3 o M-3x8 ..A I I I III illill'% .„... CD 0 1/ u1 13 19-1 1. 6 9 17 18 1 ``�G.O. P�"j- {� I M-3x8 0.25" M-1K8 M-1.5x3 0.25" M-3x4 M-3x5 2 oI �4 NR,r 06) M-7x8(S) M-5x8(S) o ,,o N�j,I,YC �y /p l *23073 9 l F l ), ,, Wedge required,,at heel(s) C 7 �1- ),---4 3-10-08 3-06-14 3-11-06 3-08-01 6-09-03 8-10-04 8-11-12 .L �, Q. o �Qr�p e _N�" 2-00 39-08 2-00 t3 OGI JOB NAME : 17-A PLAN 4 E5 • 4111 Scale: 0.1414 V �(� • WARNINGS: I GENERAL NOTES, unless otherwise noted: 1,�-`JF1EL Ngo �t.. 1.Bulkier and erection contractor should be advised of all General Notes 7 This design le based only upon the parameters shown and la for an Individual 'C Truss: E 5 end Wamlelsbefore construction commences. building component.Applicability of design parameters and proper 2.2e4 cameramen!,Web bracing must be Installed where shown s. incorporation of component Is the responsibility of the building designer. 3.Additional tel nporary bracing to insure stability during construction 2.Design assumes the top and bottom chords robe laterally braced at (1A U L. �v is the respoYbUfty of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.roepectl ply unless braced throughout their length by !"' DATE: 11/3/2015 the overall*enure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). • 3.2x Impact bridging or lateral bracing required where shown.. SEQ. : K15 0 4 814 4.No toed should be applGd to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners en complete sled at es time should any mads greater than 5.Design assumes trusses are to be used m a noncorrosive environment. X`- 12/31/20 TRANS ID: LINK design loadebe applied to any component. and are for"dry condition"of use. 16 5.CompuTruMae no control over and assumes no responsibility for the 8.Design assumes loll bearing at all supports shown.Slam or wedge 11 November 3,2015 necefabrication,Seeming,shipment and installation of components. .nary. d. 6.This design N furnished subject to the limitations set forth by 8.ElDesigns b es adequateobeth rage is tpruss, e 8.Pees s shall be located on both feces of Wsa,antl placed so their center TPUWrCA B BCSI,copies of which will be furnished upon request litres colnctde with)DIM center Ones. MiTek U Inc./Com uTrus Software 7.6.6 1 L-Z 9.Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-t311,ESR-1888(MiTek) t This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSI 35-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-12=(-1958) 6382 12- 3=( -554) 2064 17- 9=( -256) 946 BC: 2x6 KDDF #1&BTR 2- 3=(-7620) 2070 12-13=(-1746) 5644 3-13=(-1022) 268 9-18=(-1552) 782 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-5414) 1634 13-14=)-1494) 4638 13- 4=( 0) 438 18-10-) -534) 1962 LL = 25 PSF Ground Snow (Pg) 4- 5=(-4700) 1676 14-16=(-1640) 4334 4-14-( -700) 176 10-19=(-3402) 1422 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6=( 0) 0 15-17=( -68) 176 14- 5=( -522) 1594 19-11=( -308) 232 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 35'- 8.0" V 5- 7=(-3988) 1486 17-18=(-1422) 3516 14- 7=(-1084) 638 BC UNIF LL(. 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=(-4324) 1680 18-19=( -930) 2166 7-16=( -154) 372 8- 9=(-4122) 1656 15-16=( 0) 112 NOTE: 204 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=(-2920) 1192 16- 8=( -72) 252 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( -104) 118 16-17=(-1554) 4014 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( -926) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 24.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -860/ 3030V -135/ 27BH 5.50" 4.85 KDDF ( 625) 35'- 8.0" -1242/ 3071V 0/ OH 5.50" 4.91 KDDF ( 625) ( 2 ) complete trusses required. _,,_ Join together 2 ply with 3"x.131 DIA GUN nails staggered at: I 9" oc in 1 row(s) throughout 2x4 top chords, ,v / 9" oc in 1 row(s) throughout 2x4 webs. 9" in 2 row(s) throughout 2x6 bottom chords, IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. \M\/ VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" na For hanger specs. - See approved plans MAX TL CREEP DEFL - -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.127" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.253" @ 13'- 7.0" Allowed = 2.317" I MAX HORIZ. LL DEFL = 0.059" @ 35'- 4.5" 0-05-03 ' MAX HORIZ. TL DEFL = 0.099" @ 35'- 4.5" 11-11-11 'f'f 23-08-05 f 'f 'f Design conforms to main n windforce-resisting 2-09 3-04-12 5-04-12 1-05-0' 5-01-04 5-09-11 5-06-03 5-09-11 system and components cladding criteria. 4 4 T 'f4 T 4 4 f 1' 11-09-08 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1+640# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-5x6(S) 12 M-3x5 M-1.5x3 Truss off loads 7.00 56 M-3 4, M-3x4 0.25'• 7 8 L 9 10 11 -/ M-3x4 4 cd 0 AA/ + n M-3x5 O 3 r o M-3x8 i._ »IQI 1? 13 1i__ 16 RP T -f M-3x4 M-3x8 0 JA 17 16 i 19 1 2 M-6x8 I 0.251' M-3x5 0 o M-1.5x3 M-7x8 M-6X8 M-7x8(5) d 3.75 WEDGE WITH 2)M-1.5X3 TYPICAL (,{"� (�ry{�/� 12 ��q P11"f" (1 J J. J, J, y J, J J c't GIN fir' ,i, J•-05-08 2-05-08 3-09-12 105106128 2-02-04 5-01-04 8-02-02-12 8-06-12 ,1 tiN fi OA_ yy '' 9782PE 2-00 35-08 . • JOB NAME : 17-A PLAN - F1 ....�9r Scale: 0.1576 v OREGON /�"4n WARNINOb: GENERALNOTES, unkae olherwlu mletl: i n`,:r l"" I.Builder and erection contractor sho JId be advised of ab General Notes 1.This design Is based Dory upon the parameters shown and is for an individual �� V,,e9 i/ � Truss: Fl and Warnings belore construction commences. building component.Applicability of design parameters and proper 7 "'I 2.2a4 compression web bracing must be installed where shown�. Incorporation of component is the responsibility of the building designer. //��- y, 3.Additional temporary bracing to inscre stability during construction 2.Design assumes the top and bottom chortle to co laterally braced al 1 11,S U I \ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at id o.o,respectively unless braced throughout their length by /^"µ continuous ahg glsuch plywood ) dryvrell(BC). DATE: 11/3/2015 the overall structure Is the responsibility AkV of the bullMrg designer. 3.2),Impact bridging at lateral bracing required where shown.. S E K 1 5 0 4 8 15 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q" fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: design be applied to any component. and are kir"dry condition'of use. 12/31/2016 TRANS ID: LINK raWonsibileyforthe 6.OeagnassumesullbearingataNsuppodsshown.Shimorwedgeif 5.CompuTrushas nocontrol over and assumes noNovember 3,2015 fabrication,handling,shipment and installation of components. scary. 7.Design assumes adequate drainage to provided. 6.This design is furnished subject to the limitations fel Perth by b.plates shall be located on bath faces of truss, and placed w their center TPIIWFCA in SCSI,copies o/which will be fumkhsd upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,ins./CompuTrus Software 7.6.6(1 L)-2 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by • PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS i TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR 1 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 119 2-11=(-678) 3199 11- 3=(-163) 1029 9-17=(0) 391 BC: 2x9 KDDF #1&BTR S SPACED 24.0" O.C. 2- 3=(-3825) 826 11-12=(-612) 2800 3-12=(-752) 252 WEBS: 2x9 ROOF STAND; 3- 9=(-2962) 552 12-15=(-369) 2059 12- 4=( 0) 392 2x9 DF STAND A I LOADING 4- 5=(-1827) 516 13-19=( 0) 0 9-15=(-709) 236 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-16=( -5) 38 19-15=( 0) 68 TC LATERAL.SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-1973) 505 16-17=(-350) 1898 15- 5=( -81) 517 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 17-10=(-398) 1901 15- 8=( -68) 250 8- 9=(-1790) 501 15-16=(-152) 1358 LL = 25 PSF Ground Snow (Pg) 9-10=(-2355) 516 8-16-( -35) 352 • NOTE: 2x9 BRACING AT 24"OC UON. FOR 16- 9=(-620) 242 • ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -331/ 1736V -214/ 227H 5.50" 2.78 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.5" -237/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) " For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-1/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" 0-05-03 0-05-03 MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" .vMAX LL DEFL = -0.126" @ 15'- 9.5" Allowed = 1.737" 15-11-11 I ' 3-08-10 15-11-11 / MAX TL CREEP DEFL = -0.298" @ 15'- 9.5" Allowed = 2.317" 4' ~ ' 1 1 MAX HORIZ. LL DEFL = 0.083" @ 35'- 2.5" 2-09 6-03 6-06-08 3-08-10 7-05-14 8-00-10 MAX HORIZ. TL DEFL = 0.139" @ 35'- 2.5" 15-09-08 - 15-09-08 1' t .' ' ' Design conforms to main windforce-resisting 12 ' M-4x6 I'M-6x6 12 system and componentsand cladding criteria. 5 6 7 7.00 IVI. .C6- y Q 7.00 Wind: 190 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x$(S) load duration factor=1.6, Truss designed for wind loads 0.25" in the plane of the truss only. At-4,01.° j4iIIIIIIIIIIIIII ] M-3x9 M-3x5 3 o M-5x6 000 o p. u) �� 11 12 r -rim B .. 1 /� M-5x6 M-3x4 o0 13 14 16 M-1,5x3 M-3x6 I M-1.5x3 0.25" o WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8 ..G13.75 PQTSHELF TO 2'-6" MAX M-5x12(S) 12 TO SUPPORT UP TO 30psf 2 y b i l 1 i y ' ° PROitE • k---J-05-08� 6-03 4-08-12 1-11-08 4-10-08 7-05-14 7-10-14 2-002-05-08 10-11-12 y y 22-02-12 y C' .-' c,,v NEejob /p ,I ,� 15-o3 1-o9-1z 20-os• y �`� $'7$2PE ..0,..r17- 2-00 35-08 • • • JOB NAME : 17-A PLAN F2 "`'J.� -;. Scale: 0.1492 WARNINGS: I GENERAL NOTES, unlessotherwlsenoted, .rfir OREGON c;', Truss: F 2 1.Builder andaredion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and Warnir�before construction commences. building component.Applicability of design parameters and proper .T_ �4/'/ A6 f.. 2.204 comprerabn web bracing must be Metalled where Mown+. Incorporation of component Is the responsibility of the building designer. j� �`(�/ 3.Additional tpriporary bracing to Insure stability during conatruon 2.Design assumes the top and bottom chortle to be laterally braced at •` (ti,1 L (-' Is the reepsOMIIHy of the erector.Additional permanent bracing of 2'c.c.and et Ili o.c.respectively unless braced(TE(e out their length by J"'• S' DATE: 11/3/2015 the overall/adore is the responsibility I the building designer. continuous sheathing such as plywood sheat ing(TC)and/or drywall(BC). P ty a B 9 3.2b Impact bridging or lateral bracing required where shown e o SEQ. : K 15 0 4 817 4.No load ahatld be applied to any component until seer as bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners a 0 complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �] I-'�+ ry�q ^ �+ TRANS ID: LINK design load`be epplied to any component. and are for"dry condition"of use. EXPIRES:J. 12/31/C 01[7 5.CompuTrus Ms no control over and assumes no responsibility for the e.Design assumes full bearing etall supports ahown.Shimorwedge l( November 3,2015 fabrication,Vaulting,shipment and installation of components. necessary. 6.This desig,,.furnished subject to the limitations set forth by 7.Designlateseasumelocated s a ted on bdoth face Is pruvsetl. 8.Plecshalleeith(o cabent feces of truss,and placed so their center TPINJIDA`IBC SI,copies of which ON be furnished upon request. lines remade with joint center lines. 9.Digits indicate a8e of plate In Inches. MITek USI{,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-7B88(MITek) 1• This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR j LOAD DURATION INCREASE = 1.15 1- 2-( 0) 114 2-11=(-513) 3130 11- 3=(-118) 1010 7-16=( -26) 973 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2- 3=(-3805) 695 11-12=(-463) 2785 3-12=(-687) 222 16- 8=(-216) 187 WEBS: 2x9 KDDF STAND; 3- 4=(-2522) 975 12-13=(-273) 2103 12- 4=( 0) 351 204 DF STAND A LOADING 4- 5=(-1965) 970 14-15=( -7) 46 4-13=(-611) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1949) 590 15-16=(-206) 1601 5-13=(-331) 235 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 496 16- 9=(-333) 1887 19-13=( -6) 91 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2120) 466 13-15=1-128) 1178 8- 9=(-2341) 463 13- 6=(-319) 1019 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 114 15- 6=(-108) 581 15- 7=(-661) 259 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed = 1.737" MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed = 2.317" 17-10 17-10 MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" ,1' MAX TL CREEP DEFL = -0.043" @ 37'- 8.0" Allowed = 0.267" • 2-09 5-09-02 5-05-19 9-01-09 6-00 5-10-09 6-01-09 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" f f ffMAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" 12 12 7.00 I7 I IM-6x6 Q7.00 6.0" Design conforms to main windforce-resisting 6 4-,( system and components and cladding criteria. INN M-5x6(S) Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3.7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 load duration factor=l.6, 0.25" Truss designed fox wind loads M-5x6(5) 7 in the plane of the truss only. 1a • 0.25" + 4 I a,+, ,• M-1.5x3 + e M-3x5 3 • o M-sx6 _ A v7 f` "�11 12 13: -�`__ 0 1 2 M-5x6 M-3x9 I / I M-54 x:8 M-3x10 0•25 6 M-3x6 \� to M-1.5x3 M-5x6(5) d 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL �V.' r RJ/ •12 � 1, 1• 1, 1• 1, l J. \ GINE / 2-05-08s-o9-oz 5-09 06 9 03 s l0-09 s 11-1z , b y b b y17 2-00y 05-08 10-11-12 22-02-12 y2-00y 4:t" •9782PE 5..- 2-00 • 35-08 2-00 Aor_,.-III" / • JOB NAME : 17-A PLAN - F3 MINI Scale: 0.1497 WARNINGS: GENERAL NOTES, unless otherwise noted: ��/ ���0�(yV~ �` 1.Builder and erection contractor Should be advised prat General Notes 1.This design C based only upon the parameters shown and le for an IndNldual ,.11� .�1 sti." G 4 Truss• F3 and Warnings before construct)a commences. building component.Applicability of design parameters and proper 7 '-1 A r 7 2.204 compression web bracing tie be Installed where shown+, Incorporation of component b the responsibility of Me building designer. .•yNI 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be latera IN braced RA U L yn is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 on.respect eN unless braced throughout their length by ♦- continuous sheathing such as plywood sheathing(TC)and/or erywell(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the buMthg designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 15 0 9 w net 4.No load should be applied to any component wet all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 819 fasteners are complete and at no time shote any ods greater than 5.Design assumes trusses era robe used in a non-corrosive environment, EXPIRES: 12/31/2016 deign toads be applied to any component and are for"dry condition"of use. TRANS ID: LINK s.CompuTrushas nocontrol over and assumes norewonsroniyfor the 8.DeslgnaesumesNllbeetlngaleRwpponsehown.6himorwetlgell November 3,2015 dution,handling, Geary fab shipment end Installation slwmponente. ].Design assumes adequate drainage is provided. 8.This design is furnished subject to the limnelbns set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI,V'ICA In BCSI,copies of ninth will be furnished upon request. lines coincide with 01st center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1008(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- B.O. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Crg=1.00 TC: 204 KDDF #168TE LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-630) 3129 10- 3=(-154) 1010 14- 7=(-665) 258 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-3806) 763 10-11=(-567) 2783 3-11=(-681) 246 7-15=( -43) 486 WEBS: 209 KDDF STAND; • 3- 4=(-2523) 501 11-12=(-328) 2104 11- 4=( 0) 351 15- 8=(-226) 206 2x4 DF STAND A I LOADING 4- 5=(-1966) 476 13-14=( -7) 46 4-12=(-610) 172 • • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1949) 611 14-15=(-210) 1602 5-12=(-331) 234 TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 460 15- 9=(-355) 1891 13-12=( -6) 41 BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 42.0 PSF 7- 8=(-2122) 510 12-14=(-128) 1175 8- 9=(-2344) 508 12- 6=(-333) 1019 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 6=(-107) 583 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA ** For hanger specs. approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - See THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -336/ 1736V -247/ 261H 5.50" 2.78 KDDF ( 625) 35'- 8.0" -240/ 1498V 0/ OH 5.50" 2.40 KDDF ( 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed = 1.737" MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed = 2.317" 17-10 17-10 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" 1' T MAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" 2-09 5-04-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 T T T -r T -r T T 12 12 Design conforms to main windforce-resisting Q 7.00 IIM-6x6 system and components and cladding criteria. 7.00 • 6.0" Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, • 6 (All Heights), Enclosed, Cat.2, Cap.B, MWFRS(Dir), t.\ load duration factor=1.6, M- x6(5) Truss designed for wind loads '.. 1,4_1.5.35. -1.5x3 \ in the plane of the truss only. 5 \`025" M-5x6(5) /\144444144444NNININI‘.0.25" 9 ' -l.ax3 • /: M-3x5 3 o M-5x6 ogo`iIe`�X10 11 12 =fir: .. Ao 0 0�� M-5x6 M-3x4 0 13 14 �5 'tgo M-5x8 M-3x10 0.25 M-3x6 1 0 • M-1.5x3 ...... ..--- -,n 3.75 ^i123.75 M Sx6(S) WEDGE WITH 21M-1,593 TYPICAL c\ PR OA-47.c, • 12 y y y y � �! `4GIN E /2 05-0 s-O4-02 5-0$-06 4-03 8-10-04 8-11-12 ' . �s � Qk---k----J, ' y 2-00 -os-08 10-11-12 zz-oz-12 '� $•782PELy 2-00 35-08 • JOB NAME : 17-A PLAN -i- F3S I • / - r7�" • • Scale: 0.1492 GI,�+� OREGON 10 WARNINGS: GENERAL NOTES, unless ulherwlsenoted'. S. T'},OREGON /.�h s.�,. Truss: F 3 S 1.Builder anrare<tlon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual f e�'Y�� {J �V _, and Wamara before construction commences. building component.Applicability of design parameters and proper �}i 1[� 2.2x4 complaab web bracing mud be Installed where shown+. Incorporation of component a the responsibility of the building designer. L 1 3.Additions'trnporery bracing to Insure stability during construction 2.Design assumes the bp and bottom chortle to be laterally braced at ,` /1e4 {��'V is the respirability of the enation.Additional permanent bracing or 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /•"' 1 s DATE: 11/3/2015 the overall dura Is the responsibility of the building designer. continuous2xImpshgingior later asac plywood re aired wheresheathing(TC)sho.'adrywell(SC). 3.In Impactbridgingtrue Isor lateralbracing required the etive contractor. fasteners SEQ.: K1504820 4.Noloadshi cmbe applied to nyre time should until seerall gbracingaud 4.Installation trIsths responsibility use itheen.erros coenviren radenere act compNte and at no ehawd any loses greater Than 5.Design sesames trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loerbeapplied toany component. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrudhasnocontrol over and assumes noresponsibility for the fi.Design assumes November 3,2015 fabrication, ndlin g,shipment end lnamlletion of componentsnecessary. . 7,Design assumes adequate drainage is provided. 6.This deslg furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Ino./CompuTras Software 7.6.6(IL)-E 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-283) 1999 3-10=(-211) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2338) 465 10-11=(-205) 1707 10- 4=( -24) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 464 11-12=(-208) 1609 4-11=(-654) 260 2x4 DF STAND A LOADING 4- 5=(-1517) 444 12- 8=(-335) 1684 11- 5=(-269) 1131 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1517) 444 11- 6=(-654) 260 TC LATERAL SUPPORT <= 12"0C. ION. i DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2114) 464 6-12=1 -24) 446 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2338) 464 12- 7=(-211) 184 8- 9=( O) 114 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '* For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.201" @ 17'- 10.0" Allowed = 2.317" • • MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 37'- 8.0" Allowed = 0.267" • MAX HORIZ. LL DEFL = 0.048" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.078" @ 35'- 2.5" I 17-10 17-10 f f T Design conforms to main windforce-resisting • 6-00-15 5-09-10 5-11-156 5-11-06 5-09-10 6-00-15 system and components and cladding criteria. 4 T T T T 4 1 12 12 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 �7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • 4.0" Truss designed for wind loads '' 5 fid in the plane of the truss only. M-5x6(5) \ M-5x6(S) 3.1 0.25" 0.25" 4 6 +1 M-1.5x3 o • o 00 A « A\)lp ...M-1.5x3 An Ilia of 1 2 M-3x6 M-3x4 U.25" M-3 x4 M-3x6It , *� M-5x8(0) o ��.��0 PROF es, ; y k ), y ‘..,\GI N .,wc,A- 9-00-10 8-09-06 8-09-06 9-00-10 :' ", y2-00 y 35-08 y2-00 y ' 89782PE " JOB NAME : 17-A PLAN - F4 Scale: 0.1997 • lir ,•^ Ill WARNINGS: GENERAL NOTES, unless otherwise noted: C..' '%y%�'���� /^'''l `rl 1.Builder and erection contractor sho ld be advised of a5 General Notes 1.This design is based only upon the parameters shown and is for an Individual �}" V R Ell V N. /`N Truss: F4 and Warnings before construction menses. building component Applicability of design parameters end proper �e '(/ C1V �Q" 2.254 compression web bracing mu be Installed whore shown v. Incorporation of component is the reaponsibillt0 of the building tlesigner. *17,9, V AI Ry AS V 3.Additional temporary bracing to In re stability during construction 2.Design assumes the top end bottom chords to be laterally braced al 77 "A :7 Is the responsibility of the erector. tldllonal permanent bracing of 2'sc.and at 10'o.c.each as sly unless braced throughout their length by ` DATE: 11/2/2015 the overall structure is Me re IbY of designer. continuousbridgingImpact rigor suchesac wg re aired where nd/or p/1 4 apor. at o bulking3.25lmpact shath or lsuch sowing required where shown<< PAUL SEQ.: K1504821 4.No load should be eppiad teeny seneperrert 250 eRar SI:bracing end 4.Installation oftruss ithe eresponsibility Inthe hnresrorespective entrastnnment, fasteners are complete and at no time should any leads greater m 4.Ins an gn assumes s design made be applied to any component. and are for'dry condition.of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibilityror the 8.Design assumes lull bearing et all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 mry.fabri This designion, is"dling,shipment and,.Installation of components. 7.Design assumes adequate drainage is trovded. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA In SCSI,copies of which yell be furnished upon request. Ilnes coincide with joint center lines. 9.Digits Indicate sue of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L}E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAXMEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-350) 1989 3- 9=(-211) 183 BC: 2x4 KDDF #1&BTR i SPACED 24.0" 0.1. 2- 3=(-2339) 478 9-10=(-224) 1692 9- 4=( -23) 946 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 478 10-11-(-212) 1610 4-10=(-654) 259 2x4 DF STAND A LOADING 9- 5=(-1518) 493 11- 8-(-358) 1888 10- 5=(-283) 1132 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1518) 458 10- 6=(-658) 259 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2117) 507 6-11=( -40) 959 BC LATERAL SUPPORT <= 12"0C. UON. i TOTAL LOAD = 42.0 PSF 7- 8=(-2341) 510 11- 7=(-218) 209 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -335/ 1736V -247/ 261H 5.50" 2.78 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -240/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) • • 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.202" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.047" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.077" @ 35'- 2.5" 17«10 17-10 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 Design conforms to main windforce-resisting f 1' ' f ,r f ,r system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-9X6 ..'q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 5 'I'm' Truss designed for wind loads 141111113111.111 \ in the plane of the truss only. M-5x6(5) 3 1 M-5x6(5) 0^25" 0.25" 9 ,r, it }P M-1.5x3 3 .} +0 \41411114111114zish...,M-1.5x3 0A A. 1 o z .s iD T ii ..8 0 N r 1 i IM-3x6 M3x4 0.25" M-3x4 M-3x6 1 i.am.. - o �0 PRQF .sM-5x6(S) � � y y y y c..,- GINE S 9-00-10 8-09-06 8-09-06 9-00-10 'a„ j 0 .dy y y w2-00 35-08 kC 8•7 2 E V • .e* JOB NAME : 17-A PLAN -' F5 '',�^ • Scale: 0.1742 WARNINGS: GENERAL NOTES, unless otherwise noted. (,e" /'dry (�, �4) TI'U$S• F5 1.Builder aril rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an lndNldual „I OREGON t$ and Wami before construction commences. building component.Applicability of design parameters and proper j ('11 V ir 2.2s4 comerr in web bracing moat be installed where shown 4. Incorporation of component is the responsibility of the building designer. 4,f V /¢ 3.Additional .nary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be lateraIN braced at 7;1.C'1�.��'Y � 0t/_ Is the re.••I "Illy of the erector.Additional permanent bracing of 2'o.c.and at 10'0.5.respectively unless braced throughout their length by T V DATE: 11/2/2015 the overall . sere Is the responsibility f the building designer. continuousmpasrsheathing later l bracings plywood re meed n ere shown and/Or drywell(BC). ��' f P h o 9 9rrer. 3.20 Impact bridging or lateral required where +♦ -AUL. SEQ.: K 15 0 4 8 2 2 4.No bed- •be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners complete and at no time Mould any bads greater then 5.Design assumes Inc eaRs are to be used in a nonorrosive environment, TRANS I D: LINK design babe applied to any component. and are for condition"of use. 5.CompuTru+as no control over and assumes no responsibility for the 8.Design ssumesfullbearingelepsupportsshown.ShimorwedgeIf EXPIRES: 12/31/2016 fabrication,,-ndling,shipment end Installation of components. ry. 7.Design Ptes adequatedrainage is provided. November 3,2015 S.This tleNg furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPI/WTCA (SCSI,copies of which WI be furnished upon request. inns coincide with joint center lines. 9.51985 Indicate size of plate in Inches. MiTek U Inc./CompuTrus Software 7.6.6(fL)-E 10.For basic connector plate design values see ENR-1371,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS i6-00-00 GIRDER SUPPORTING 35-0B-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 204 KDDF #158T R; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2066) 452 1-5=(-292) 1170 5-2=( -316) 1436 7-4=(-130) 36 2x6 KDDF #1&BTR T2 2-3=(-1176) 290 5-6=(-324) 1382 5-3=( -286) 80 BC: 2x6 KDDF #l&BTR LOADING 3-4=( -34) 50 6-7=(-324) 1382 6-3=( -322) 1526 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 3-7=(-1896) 424 2x6 KDDF STAND A TC UNIF .L( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC UNIF LL( 420.8)+DL( 306.2)- 727.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24"OC. CON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. CON. • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -543/ 2439V -40/ 690 5.50" 3.90 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -512/ 2307V 0/ OH 5.50" 3.69 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 �. MAX LL DEFL = -0.006" @ 3'- 8.5" Allowed = 0.254" ++ For hanger specs. - See approved plans I MAX TL CREEP DEFL = -0.013" @ 3'- 8.5" Allowed = 0.339" 1-10-03 / 4-01-13 / MAX HORIZ. LL DEFL = 0.002" @ 5'- 8.5" / 1 MAX HORIZ. TL DEFL = 0.003" @ 5'- 8.5" 1-10-03 1-10-04. 2-03-09 ,r f ,r f Design conforms to maln windforce-resisting • system and components and cladding criteria. 12 7 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3%8 . M-1.5x3 •• 3 4 -/ ( 2 ) complete trusses required. 11.11111 -',- Join together 2 ply with 3"x.131 DIA GUN III/D�Ae ails staggered at: n9" o n 1 row(:) throughout 2x9 top chords, N 9" oc in 2 row(:) throughout 2x6 top chords, M-5x10 '-i X )( 6" oc in 2 row(s) throughout 2x6 bottom chords, I ,v\ 9" oc in 1 row(s) throughout 2x4 webs. o o ,_ 4v06 III, .. N ,r, , �. 1.. ® 6 A y. M-4x8 M-1.5x3 :=M-6x6 y J' y l 1-08-02 2-00-05 2-03-09 • ' 89782PE v'" • JOB NAME : 17-A PLAN - FGIR'D Scale: 0.5082 tilr/‹.:11 �7 N WARNINGS: GENERAL NOTES, unks,otherwlse noted: EGON Q"> ." 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon p e parameters shown and and s tor an lndNmual ,Y 15 2 ��.`Truss: FGIRD antl Warnings before construction cbmmenus. building component.Applicabimy of design parameters and proper 2.2x6 compression web bracing musl''be Installed whit shown+, incorporation of component Is the rosponsibiltiy of the Duil6ing designer. \�3.Addluonal temporary bracing to Insure stability during construction 2.Design awumes the Iop and beAom chortle io be laterally bracetl al A U LI,the responaibllNy of iha erector.PdrMlonal permarrM brecllp of 2'o.c.antl al 10'o.c.respectively unless bracetl throughout their length by DATE: 11/3/2015 the overall structure le the re to of ba ees continuousxImridging or eteraeeamS reuredeeres own•tllywan(Bc). sponai y o ldlrlo Igner. 3.2x Impact brltlging or lateral bre Grp required where Mown++ SEQ.: K 15 0 4 8 2 3 4.No load should be applied to any canponenl until abs al bracing and 4.Installation of truss is the responsiba ly of the respectNe contractor. 12/31/2016�j nn t�+ fasteners ere complete end et no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment. EXPIRES: F G/V 1/GO 1 U TRANS ID: LINK design loads be applied to any oemponent. anaaeror"arvconaulen°ora.e. 5.CompuTrus has no control over and assumes no responsibility for the D Design assumes full bearing at all supporta shown.Shim or wedge If fabrication,handling,shipment end lmleliation of components. ry. November 3,2015 7.Desigplates assumes adequate on drainage is truss, d. an N.This design Is furnished subject to the IlmBelbns cel IoM by 8.plates shall be located on both laud of Iruse,antl placed so their center TPWe'rCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L3-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR d LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #16BTRI SPACED 29.0" O.C. 2-3=(-99) 179 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. ION. I 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 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) ' 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-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" • MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" 04.11-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" '1 ' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.259" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" • 14.00 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 --V Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 11, N in the plane of the truss only. 0 0 I ti -1' to �y �1 ------ M-3x4 • l l }I l $1-00 VIDE FULL BEARING;Jts:2,3,4 I 6-00 • ���� p PR OF6rs,� c• o G1N / 2 iZt" :9782PE JOB NAME : 17-A PLAN FJ1 r -00' Scale: 0.6771MN / WARNINGS: GENERAL NOTES, unless otherwise noted. C/ 4) Truss FJ1 1.Builder end .etloncontractor should beadvised ofall General Notes This design is based onlupon the parameters shown and Iskranindi •dual ' OREGON ^ and Waml before construction commences building component Applicability of design parameters and proper Off- ,-.) r �T 2.2x4 corn.- •n web bracing must be Installed where shown v. Incorporation of component is the responsibility of the building designer. '1/.9 11 l/ r..y A G. V 3.Additional porary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7�r�-Al'1/`r :7 Is the rosp.. Silty of the erector.Additional permanent bracing of 2'o.c,and at to o.c.respectively unless braced Throughout their length byNI DATE: 11/2/2015 the overall urs Is the responsibility f the bulking der continuous Sheathing such as plywood aired in ere s and/or tlrywall(BC). �. p ty o g Igner. 3.2a Impact bridging or lateral bracing required where shown t« SEQ.: El5 0 4 8 2 4 4.No bads ± •be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners- complete end et no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK Hew to. be applied to any component. and are for"dry condition'of use. 5.CompuT ' es no control over and assumes no responsibility for the 8.Deedseassumes full bearing at all supports shown.shim or wedge it EXPIRES: /2 016 fabrication, ndling,shipment end installation of components, 7 7.Design assumes adequate drainage is provided. November 3,2015 6.This design-furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate site of plate In Inches. • MiTek US Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS a • • TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF $16BTRj LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-6=(-31) 90 6-5-) -3) 16 BC: 2x9 KDDF k1&BTR SPACED 29.0" O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 56 WEBS: 2x9 KDDF STAND 3-9=(-32) 90 5-8=(-94) 55 3-8=(-56) 95 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. TON. IL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -36/ 285V -45/ 119H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -149/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) 6'- 0.0" 0/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-09 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 12 i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14.00 7 1MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.069" M-4x6 MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.092" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.179" . MAX BC PANEL TL DEFL = -0.016" @ 3'- 5.4" Allowed = 0.247" �� MAX HORIZ. LL DEFL = -0.003" @ 5'- 7.0" I1 MAX HORIZ. TL DEFL = 0.003" @ 5'- 7.0" I l Nr Design conforms to ma windforce-resisting �- system and components and cladding criteria. N81Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 �� -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o i- . o load duration factor=l.6, r M-1.5x4 Truss designed for wind loads o ��-m-_ o in the plane of the truss only. I / ► 6 7 0 o M-3x4 • M-3x5 1 • POTSHELF TO 2'-6" MAX TO SUPPORT UP TO 30psf 1-03-12 4-08-04 l 1 y l 1-00 1-05-08 • 4-06-08 l l • 1 l 2-05-08 1-00 3-06-08 ), y - • 6-0oPR PROVIDE FULL BEARII�Gr Jts:2,9,B I "'"'' GIN _� t,S,ef0,q_ 4� :9782PE JOB NAME : 17-A PLAN - FJ2illPr Scale: 0.5943 ,! 1-� Fs' WARNINGS: I GENERAL NOTES, unless otherwise noted 7/1- GR E GO'V h~ �. 1 Builder and erection contractor should b advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndNldual .x .. -7,1, �G"!.� , 2'V Truss: FJ2 and warnings before construction commences. building component Applicability of design parameters and proper i/ 4 {+ 2.2x4 compression web bracing must be Installed where Mown+. incorporation of component is the responsibility of the building declpner. ..y`1a 3.Additional temporary bracing to Insure stability dudes; f„'A ounatrucbon 2.Design assumes the lop and bottom chorda to be laterally braced at U 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent brecli'9 ofsrf•+ DATE: 11/3/2015 the overall structure Is the responsibility f the b designer. continuous sheathing were l bracing plywood Mee where shown+dryweg(BC). p gY o building goer. 3.2x Impact bridging or lateral required where ++ SE Ki5 0 4 8 2 5 4.No load should be applied to any component until alter ell bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 TRANS I D: LINK Design 5.CompuTrus has no control over and assumes no responsibility for the s. aaaum.e inn bearing at an supports enawn.Shim cr w.dge it November 3,2015 fabrication,handling,shipment and Imtallagcomponents.on of components. necessary. T.Pha ll el c Ledo n cd.rPlatesbe latae of Imes,and placed so their center TPVWICA In SCSI,copies of which will be fumiehed upon request. lines coincide with joint centerlines. g.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see E5R-1311,ESR-19813(MiTek) ( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #168TR + SPACED 24.0" O.C. • 2-3=(-360) 294 3-4=( -71) 42 TC LATERAL SUPPORT <= 12"OC. UON. i LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 313V -120/ 272H 5.50" 0.50 KDDF ( 625) d LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 8.2" -240/ 268V 0/ OH 1.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.6" -48/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 gpsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D -,, 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 = 0.020" @ 1'- 9.9" Allowed = 0.345" MAX TC PANEL TL DEFL = 0.018" @ 1'- 9.9" Allowed = 0.518" MAX HORIZ. LL DEFL = -0.005" @ 5'- 9.8" • • MAX HORIZ. TL DEFL = -0.005" @ 5'- 9.8" 12 -27 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. 3 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �( load duration factor-l.6, (� N Truss designed for wind loads in the plane of the truss only. M O r 0 , 5. cP M-3x4 J, l y y 00 1-00 3-10-08 2-00-01 ,`<C%' PRQ� s tROVIDE FULL BEARING;Jts:2,5,3,4 I N:"" !}�a���y"' ,h "�� ti� J �p 4' :9782PE { JOB NAME : 17-A PLAN DJ6 • Scale: 0.9067 WARNINGS: O. hRAe NOTES, unless upon the isepan mete' (,•n •se EGON Truss: DJ6 1.Bend er and Mon constructon co beadvised of all General Notes 1 This ldesign Ipbased optyupony theparameters parameters and isorer individual -7+6/ 7 Q� end Want before construction commences. building component.component Nth of spoign yof antl proper 'lj f_ n 2.2x4 comer n web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. „{J� i.(•.q e.,,, V 3.Additional porary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally brand at 77 x4Ry. Is the re lily of Me erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by if , DATE: 11/2/2015 the overall one Is the responsibility ofthe balding designer. continuous sheathing such as plywood sheathing(TC)ere andlor drywall(BC). �,A U` 1- DATE: g g 3.Is Impact bridging or lateral bracing required where mown 4 4 1.. SEQ. : Ki5 0 4 8 2 6 4.No load a be applied to any component until altar al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners a Complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noeconoNve environment, TRANS ID: LINK design los be applied to any component. and are for"dry condition"of use. 5.CompuTru as no control over and assumes no responsibility for the 6.Design assumes NII bearing et all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication, ndling,shipment end Installation of components. cessery. �.PlatosDesigessumelo adequate drainage is provided. November 3,2015 6.This design furnished subject to the Ikmealbns sal forth by e.Plates shell be located on both teas of truss,and placed so their center TPIIW1 CA SCSI,copies of which MH be furnished upon request. lines colncttle with joint center lines. 9.Digits Indicate awe of plate In Inches. MITek US4,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E55-1311,ES12-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 6=(-164) 295 6- 7=( -16) 73 5-10=(-946) 290 2x6 KDDF #16BTR T2 2- 3=(-496) 110 6- 8=( 0) 0 7- 3=( -29) 59 BC: 2x9 KDDF #1613TR LOADING 3- 9=(-400) 121 7- 9=(-199) 296 3- 9=(-107) 159 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-293) 112 9-10=( -97) 72 9- 9=(-167) 139 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 3'- 0.0" V 9- 5=(-135) 353 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 0'- 0.0" -146/ 609V -81/ 131H 5.50" 0.97 KDDF ( 625) NOTE: 2x9 BRACING AT 24"0C TON. FOR 6'- 0.0" -205/ 507V 0/ OH 5.50" 0.81 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, 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 = 0.008" @ 3'- 1.1" Allowed = 0.259" 2-11-09 3-00-07 MAX TL CREEP DEFL = -0.013" @ 3'- 1.1" Allowed = 0.339" f 1-11-08 1-00-01 • 3-00-07 MAX HORIZ. LL DEFL = -0.013" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.015" @ 5'- 10.3" 1 1609 M-4x6 • Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 12 S � 14.00 4D� Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-9x6 Truss designed for wind loads 1pAul in the plane of the truss only. �� oo e A9e��,Al1 ro 0 9 0 AL �:ef �� m n- i-3x8 M-1.5x3 I 6 8 0 o M-3x4 M-3x5 1 M-3x4 I POTSHELF TO 2'-6" MAX TO SUPPORT UP TO 30psf l l ,jr Jr 1-09-12 0-10-11 3-03-09 ) Jr Jr Jr 1-00 1-11-08 4-00-08 c4clO PRQ,c, Jr 2-05-08 o os 3-06-08 b e,,'� gJGIN rp39 Jr Jr '' 89782PE c" 6-00 JOB NAME : 17-A PLAN - FJ3 w I Scale: 0.9290 WARNINGS: GENERAL NOTES, unless otherwise noted: i j,RECO .(1,(:) (©e� Y A6 ¢�„ 1.Builder and erection contractor stupid be advised of ab General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1:9a,,,, V Truss: FJ3 and Warnings before construction Wmmences. building component.Applicability of design parameters and proper I} z.2x4 compression web Braune mer In installed where shown,. incorporation or component Is the responsibility of building designer. dirtNI Additional temporary bracing to Insure stability during construGbn 2.Design assumes the lop and bottom chords Is be laterally braced at 3.Additional PA {.- U` 1y\ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 f 0'o.c.respectively unless braced throughout their length by continuous sheathing such as pimvood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 0 4 8 2 7 4.No load should be applied to any component unlisted.all bracing and 4.Installation of teles Is the responsibility or the respective contractor. fasteners are complete and at no Ikee ahold any b.de greater than s.Design assume trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016 design mads be applied b any component. end Design aere ssumes lull bearing dun. TRANS ID: LINK 5.Computruehas nocontrol over and assumes noresponsibility for the 6.Desg mllbearingalaAsuppodsshom.8hlmorwetlgeil November 3,2015 M.fabrication,handgnemry.a g,shipment and metellalbn of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set fedh by 8.Plates shall be located on both feces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with loin)center Ines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompaTras Software 7.6.6(1L)-Z /0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR I LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2-3=( 0) 86 5-7=( 1e1) 107 5-3=( 0) 18 WEBS: 2x9 KDDF STAND 2-3=(-179) 26 5-7=(-109) 137 5-3=( 0) 52 3-9=( -58) 95 3-7=(-163) 125 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"0C. DON. 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" I 0'- 0.0" -17/ 356V -82/ 194H 5.50" 0.57 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 3'- 10.8" -113/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 'i• . 6'- 0.0" -11/ 109V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. i BOTTOM CHORD CHECKED FOR 10 PSF 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" 3•�I 1-Q9 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" (• fMAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.169" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.225" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX BC PANEL TL DEFL = -0.006" @ 4'- 0.2" Allowed = 0.199" 12 I MAX HORIZ. LL DEFL = -0.011" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.012" @ 5'- 8.6" 14.00 -27 M-4x6 Design conforms to main windforce-resisting 3 system and components and cladding criteria. o 4-1 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 410P (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), o load duration factor=1.6, e, Truss designed for wind loads in the plane of the truss only. M-3x4 • N _I I ro M-1.5x3 , 6 �o0 M-3x4 M-3x5 • 1 • y y 2-03-12 3-08-04 ,...a��a/-'�- y b 4\<<51° c s () P VFC(�tr 1-00 2-05-08 6-00 3-06-08 c ' (PROVIDE FULL BEARING;Jts:2,4,7 I //.�r�.AZ j? (/ 8.782PE -- • • rr JOB NAME •. 17-A PLAN i, FJ4 '''•� Scale: 0.4569 ,may /''� ry('�(�' 40 WARNINGS: GENERAL NOTES, unless otherwise noted: 15; 7 V R EGO V rd" Le Truss: FJ4 1.Builder and fteectlon contractor should be advised of all General Notes 1.TMs design is based only upon the perimeters shown and is for an individual J and Warnl before construction commences. building component.Applicability of design parameters and proper "T/n�♦��_ +'�.C1" A 6 2.2x4 compre lbn web bracing must be Installed where sham.. Incorporation of component Is the responsibility of the balding designer. I e l l 3.Additional t porery bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ��� Is the respo Ely of the erector.Additional permanent bracing of 2'o.c,and e110'o.c.respectively unless braced throughout their length by DATE: 11/3/2015 the overall*ice.is Me responsibility continuous sheathing each as plywood sheething(TC)and/or drywell(Bc). erya p ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦ SEQ.: K1504828 4.No load shoOld be applied to any component until after all bracing and 4.Installation of truss Is the responsibility ofthe respective contractor. fasteners arScompkte and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK design loadlw applied to any component and are for"dry condition"of use. EXPIRES. 12/31/2016 5.CompuTrus le.no control over and assumes no responsibility for the 6.Designay limes full bearing at a%supports should.Shim or wedge it fabrication.fondling,shipment end Installation of components. necessary. November 3,2015 6.This design la furnished subject to the limitations set fent by 7.Design assumes adequate drainage is provided. 8.Plates shall be loc.ed on both faces of truss,and placed so their center TPIIWfCA If.SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA;Mc.ICompuTrus Software 7.6.6(10-Z B.Digits Indkate size of plate In inches. 10.For beak connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-122) 140 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-208) 42 5-7=(-157) 180 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-102) 75 3-7=(-215) 188 LOADING TC LATERAL SUPPORT <= 12"01. UON. ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. 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" -25/ 380V -102/ 234H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 10.8" -110/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) 6'- 0.0" -34/ 133V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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" 4-11-09 MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.219" '1 1' MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.292" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" „ MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 Design conforms to main wi ndforce-resisting 14.00 7 r system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 'i load duration factor=1.6, 3 , Truss designed for wind loads Io in the plane of the truss only. �O :0 1111,111111111111111111111401 M-1.5x3 I 1 _ mo c. o M-3x4 M-3x5 y y y ��S O P R OF�Css 2-03-12 3-08-04 J. l J. l 5 �y ,INe ,, f0A- 1-00 2-05-08 6-00 3-06-08 �� -s, (PROVIDE FULL BEARING;Jts:2,9,7 I O 9 782 P E r" 17-A PLAN - FJ5 r. Ma JOB NAME : Scale. 0.4005 r." 4) �g WARNINGS: I GENERAL NOTES, unlesss otherwlse noted 1v//-OREGON• 1.,;?~ S 1.Builder and erection contractor shpuld be advised of a8 General Notes I.This design N based only upon the parameters shown and is for an Individual .11 lV/..1 Cy G V '�. Truss: FJ5 and Warnings before conatraetiedoommences. building component.Applicability of design parameters end proper 7 "I fl J SA 2.204 compression web bracing mind be installed where shown 0. incorporation of component k the responsibility of the bulking designer. /t'�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally bread at ` P.,Jl UL i L is the responsibility of the erector.Additional permanent Gracing of 2'o.c.and at IS on.respedsely unless braced throughout their length by PA�.7 4. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibtty of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: Ki5 0 4 8 2 9 4.No load should be applied to any component unit Bier all bracing end 4.Installation of truss Is the responsibility of the respecttve contractor. EXPIRES: ' [] C fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, G Xf R C. 12/31/2016 TRANS I D: LINK design mads be applied k any component. and are assumor"dryes hill condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.�cesee seines NII bearing al all supports Mown.Shim or wedge If November 3,2015 ry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design N furnished subject to the limitations eat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BC SI,copies of which will be lumfahad upon request. lines coincide with joint center tins. 9.Digits indicate ales of plate In inches. MiTek USA,Inc./COmptTnUs Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-7311,ESR-1958(MiTek) r This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6= =( 0) BC: 2x9 KDDF #15BTR - SPACED 29.0" O.C. 2-3=(-237) 65 5-7=(-229) 230 5-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-9=(-190) 109 3-7=(-275) 268 LOADING • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. • DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOED BRG REQUIRED BRG AREA • TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0'- 0.0" -39/ 400V -122/ 276H 5.50" 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.6" -61/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) • 5'- 11.6" -107/ 127V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP COND. 2: D-- • - - .>_-.ri.j.>,tterant-ca6y"z -y.rlxa,oill== 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" 5-11;-09 MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" ' T MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.339" 4 - MAX HORIZ. LL DEFL = -0.022" @ 5'- 8.6" MAX HORIZ. TL DEFL - 0.020" @ 5'- 8.6" 1 • Design conforms to main windforce-resisting I system and components and cladding criteria. 12 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /// load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I of M-9x6 0 3 * • M+3x4 0 5 'n A Il ^ M-1.5x3 o 6 0 M-3x4 1 M-3x5 y y y � � PR p,ces 2-03-12 3-08-04 ,�,::`` y 1-00 l 2-05-08 y 6-QO 3-06 08 y J Si`v0.INE . s'C7 'PROVIDE FULL BEARING;,�ts:2,7,4 I `.c :997782PE f JOB NAME : 17-A PLAN - FJ6 �r Scale: 0.3555 .. OREGON /� M1 WARNINGS: • GENERAL NOTES, unless otherwise noted: /f Imo]. a-+fREG ON h~ Truss: FJ 6 1.Builder rection contractor should be advises of all General Notes i This design s based only upon the parameters shown and is for an Mlvltlual `P {/� �,V and Waml�/ore construction commences building component hooka billy of design parameters and proper "�/v„`_ .+�R.Y d6 , 2.2x4 comer web bracing must be installed where shown i. Incorporation of component Is the responsibility of the all Bing designer. 1 1 s�]1� 3.Additional a bracing to insure Nobility during 2.Design assumes the rap and bottom chords to be laterally braced at A U.4 rah, S Y ^g constcing a 2'o.c.and at 70'c.c.WJch sly unless braced throughout their length by IS the reepernWNlly of erector.Atlditlon15 permanent bracing of continuous sheathingsuch as plywood shoe a TC )and/orDATE: 11/3/2015 the overall dun is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing orequired where shown•tlrywall(BC). S E K 1 5 0 4 8 3 1 4.No load shdtrd be applied to any component until alter all bracing and 4.Installation of truss Is the res Q 5.Desi n responsibility of the respective contractor. fasteners complete and at no brae ant. any bads greater than a assumes busses are b be used b a non<arroawe environment, EXPIRES: 2 311201 TRANS ID: LINK asaignkaa 6e appliedkanycomponent. and are for full ben^Nata. 5.CempuT Me nc control over and assumes no responsibility for the 8.Deceasassumes full bearing at all supports shown.Shim or wedge if November 3,2015 fabrication, ling,shipment end installation of components. ry 7.Design assumes adequate drainage is provided. 6.This designillo furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWfCA le BCSl,copies of which will be furnished upon request, lines coinclde with joint center lines. MiTek USI{,Inc./CompuTfus Software 7.6.6(1 L)-Z 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1317,ESR-1958(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-334) 185 3-4=( -83) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"01. JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 393V -135/ 338H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -300/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. 'COND. -2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -f 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 = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" 3 MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" Ij - MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 14D mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. I 0 I co0 L o1 g► o M-3x4 y )' ,L )' t�,c,0p PR Ore-c, 1-00 6-00 0-11-09 ��0; ENGIN �- r 'PROVIDE FULL BEARING;Jts:2,5,3 I Ct" 8.782PE r JOB NAME : 17-A PLAN - FJ7 /7-Bale: 0.3754 '' • ••r7L ......... WARNINGS: GENERAL NOTES, unless otherwise noted: 4.4, '�7� OREGON �� �. 1.Builder and erection contractor should be advised el sl General Notes 1.This design Is based only upon the parameters shown and is for en individual '� Truss: FJ7 and Wamings before construction commences. building component.Applkablllty of design parameters and proper /' �`'s 2 2.254 compression web bracing must be Installed when shown+. Incorporation of component la the responsibility of the building designer. �,('y "'.++.'r�Y: ♦ 1I� at 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the lop and bottom cholen to he aterally braced T 7 \ „+`V lethe responsibility of the erector.Pdtlllional rletlt bracing of 2'04.and at 117 o.c.respect ply unless braced throughout their length by (� 'V p dy perms continuous sheathing such as plywood shesihing(TC)andlor drywell(BC). /:)q U I< ;`\ DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 0 4 8 3 2 4.No load should be applied to any component 000106u a1 bracing end 4.Installation of truss Is the responsibility o1 the respective contractor. fasteners are complete and al no time should any beds greater than 5.Design assumes trusses ere to be used In a noncorrosive environment. TRANS ID: LINK design bads beepplled to any component, aes4nesd are sutlry kdIb wingn.of use. 5.CempuTrushas nocontrol over end assumes nom IbliB for the a necessary. as fullbeeringeteAsuppodsshorm.Shlmorwetlgelf EXPIRES: 12/31/2016 .pons y ry,, fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces o1 truss,and placed so their center TPIIWICA In SCSI,copies of which will be fumlelled upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.)CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #158TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-417) 361 Ii3-4=(-107) 44 TC LATERAL SUPPORT <= 12"00. UON. LOADING - BC LATERAL SUPPORT <= 12"0C. UON. ! LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" I TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -162/ 361H 5.50" 0.60 KDDF ( 625) ' LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50", 0.22 KDDF ( 625) 5'- 11.2" -376/ 434V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 12V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.100" I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" ' MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" Design conforms to main windforce-resisting 12 j system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads N in the plane of the truss only. 0 0 o __ 5 .c O 1 M-3x4 J, y l l 0 PR E0.0 1-00 6-00 , 1-11-09 SCJ �*AG�NE� ,✓ ,ROVIDE FULL BEARING,Jts:2,5,3,4 f, � • cr ;9782PE r" JOB NAME : 17-A PLAN -. FJ8 '^- /// Scale: 0.3410 �• wIlir WARNINGS: l GENERAL NOTES, unless otherwise noted: (yam} /'�p� /''�N�' 4) Truss: FJ8 t.Builder and�st�Won contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual T OREGON r_ and Want before construction commences building component.Applicability of design parameters and proper �/6'1 - nV q' 2.204 mpr web bracing must be Installed where shown+ incorporation of component k the responsibility of the building designer. [./.q V /Q, 3.Additional Roney bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 109 A 1 �y_` Is the resporib1ily of the erector.Additional permanent bracing of 2'o.o.and at 10'0.4 roapectNely unless braced throughout their length by t V continuous sheathing such as plywood 5ng(TC)and/or drywall(SC). PAUL DATE: 11/2/2015 the overall}acture is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown•+ SEQ. : K1504833 4.No load aholtl be applied to any component until after aN bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners al complete and at no time should any meds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design maa}ae applied m any component, and are for condition"of use. 5.CompuTru oconhalover and assumes noresponsibility for the A Design assumes full bearing at all supports shown.Shim or wedge If necessary. EXPIRES: 12/31l2016 lebricallon, tlNn g,shipment and installation of components. 7.Design assumes adequate drainage is provided. November32015 B.This design:furnished subject to the limitations set forth by e,Plates shall Sc located on both faces of trues,end placed so their center , TPI,WTCA SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. - 9.Digits Indicate size of plate In Inches. MITek USA,IRs./CompuTlus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) k I I. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR 'i� LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-471) 919 3-4=(-110) 47 TC LATERAL SUPPORT <= 12"0C. UON. 1 LOADING BC LATERAL SUPPORT <= 12"OC. UON. I LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -180/ 401H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -390/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 10.2" -46/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 4 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" 0 MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.157" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 9.4" MAX HORIZ. TL DEFL = -0.009" @ 8'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. 3 12 Wind: 140 mph, h=25.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 14 load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. 0 • I ch 0 0 Lo 0.: 11111111111. I 5' i 1 M-3x4 I �¢�0 PR OF�CS y1-00y 6-00 y 2-10-03 y4` gyG`INE�c`,. vs, 'PROVIDE FULL BEARING;Jts:2,5,3,4 4t- :9782PE -?, JOB NAME : 17-A PLAN - FJ9 ,or -✓" Scale: 0.3102 / J� WARNINGS: GENERAL NOTES, unless otherwse noted: f/ / �4) 1.Builder and erection contractor shofrtld be advised Wan General Notes 1.This design is based only upon the parameters shown and is for en indrvdual �/ �} OREGON a ,it- Truss: FJ9 and Warnings before construction cbmmencea. building component.Applicability of design parameters and proper (y► "(/J A 2.244 compression web bracing must)be Installed where shown 4. Incorporation of component lathe responsibility of the building designer. r9 VR y ,{G V <¢. 3.AddXional temporary bracing to Ins11ra stability during construction 2.Design assumes the top and bottom choke to be lateraIN braced at 7 Al` `J Is the responsibility of the reactor.Additional permanent bracing of 2'o.c.and at 10'0.c.respedsply unless braced throughout their length by DATE: 11/2/2015 the overall structure is the responsibility of bw designer. continuous sheathing suchres ac plywood aired where c cwnand/•r drywell(BC). ir �. /1 1 p WY s Itling goer. 3.24 Impact bridging or lateral bracing required where Mown<< �{ SEQ.: K 15 0 4 8 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedWe contractor. fasteners are complete end at no time should any loads greater than 5.Design for assumes trusses are to be used In a noormslve environment, design loads ba appII d to any component. and are nc dry condition'of use. TRANS I D: LINK 5.CompuTrus hes no control over end assumes no responsibility for the B.Design assumes NII bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling, sseryum shipment and Installation of components. 7. necessary. esign assumes adequate drainage Is provided. November 3,201 5 8.This design is furnished subject to the kmtiatlons set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIM/TCA In SCSI,copies of which MI be furnished upon request. lines coincide with joint center lines. 9.DIgEs Indicate size of plete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ES12-1371,ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16900 , LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-312) 185 1 3-4=( -6B) 0 TC LATERAL SUPPORT <= 12"OC. UON. 1 LOADING BC LATERAL SUPPORT <= 12"OC. UON. i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF j DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.5" I TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) 0'- 0.0" -34/ 396V -133/ 327H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -275/ 248V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -/ 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 = -0.001" @ 6'- 9.5" Allowed = 0.079" 3 MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria- Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. co • 0 v o yam_ 5 -, 1 o M-3x4 • 1 b b ��(" P R GF S, 1-00 6-00 0-09-08 �"` (5:13- � PROVIDE FULL BEARING;+,ts:2,5,3 I ��0�N�� VA_ cry 89782PE 9 JOB NAME : 17-A PLAN - FJ10 ...-....e':. '.•► • • Scale: 0.3869 ,.�7 WARNINGS: ' GENERAL NOTES, unless otherwise noted: ^� O'REGON Truss: FJ10 1.Builder and .Ion contractor should be advised of all General Notes 1.This designs based only upon the parameters shown end Is for an individual /�� and Wan, before construction commences building component Appllcabllty of design parameters and proper 2©. 2.2x4 comprc 1 n web bracing must be Installed where shown+. incorporation of component Is the rcsponslbllily of the building designer. 17,„5) 9 i„/�.]R Y A 3.Additional l- •rag bracing to insure stability during construction 2.2Ds.c.andattassumes the top and bottomunless ds to be laterally braced at 77 'A �L_ Is the respo •Nty of the erector.Additional permanent bracing of 2'o.c. a110'o.c.sash a plywoodly s braced throughout their length by 1/ continuous sheathing such as sheathing(TC)end/or drywall(BC). ir /��r t DATE: 11/2/2015 the overall. •are Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (.. � SEQ.: K1504 8 3 5 4.No load •be applied to any component until ager all bracing and 4.Installation of truss is the responsibility Otto respective contractor. fasteners a complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design load applied to any component. and are for"dry condition"ofuse. 5.CompuTrus no control over and assumes noresponsibiliyfor the 8.DeslgnaseumeslullbeeringataNsnpporlashown.ShlmorwetlgeIt EXPIRES: 12/31/2016 fabrication, rolling,shipment and installation of components. necessary. Z Designass"roes edequete drainage Is provided. November 3,2015 8.This design furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/'MCA I BC51,copies of which will be furnished upon request. lines coincide with joint center lines. H.Digits inchoate size of plate In Inches. MITek USP,InadCOmpuTnls Software 7.6.6(1 L)'E 10.For basic connedor plate design values sea ESR-1311,ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 7.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR �� SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE Wind: 140 mph, h=23.2ft, 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, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 ox 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. 6-09-08ii 6-09-08 12 IIM-4x4 12 14.00 7 3 \14.00 l. I 0 Adli1IhI , o 4 M-3x4 M-3x4 �2c O PROI y1-00 y 13-07 y1-001 5� �yCa1N�,c sl4 . a :9977"82P E 1' JOB NAME : 17—A PLAN — G1 scale: 0.3104 r'`/`.,,,-�, erL2PPr WARNINGS: GENERAL NOTES, unless otherwise noted: to, OREGON X40 1.Builder and erection centrecor h be advised o/et General Notes 1.This design b based only upon the parameters shown and is for an individual \=&4RY OREGON h Truss: G1 and Waminga before construct n commences. building component.Applicability of design parameters end proper i2.Design assumi7 Is ma responsibility of the erecta.Additional permanent bracing of 2'o.c.and a1 70'o.c.respectively unless braced throughout their length by y� DATE: 11/2/2015 the overall structure Is me responsibilityet the ou deal NI continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL.t L. I'+1 building designer. 3.2x Impact bridging or lateral bracing required cancra shown++ V SEQ.: K1504837 4.Ne load should be applied to any component until ager all bracing and 4.installation ttallation of is thheere spen of d to respective o prtivel contractor. 1, fasteners are complete end at no tree should any bads greater then Design assumes design leads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTnls has no control over and assumes no responsibility for the 6.Design assumes all bearing et all supports shown.shim or wedge if EXPIRES: 12/31/2016 necessary.asn fabrication,iIs shipmentand to the components. 7.Designlatesmes adeqon eothlfage Is trslsa November 3,2015 e.This design b furnished subject to the IlmgalbM AN forth by 8.Plates shall be boated on both races of trues,and placed so their anter TPINJICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7,0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR ' LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-67) 389 3- B=(-212) 291 BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.0. 2- 3=(-565) 179 8- 6=(-56) 305 8- 4=1-219) 913 WEBS: 2x9 RUDE STAND 3- 4=(-938) 228 8- 5=1-212) 291 LOADING 9- 5=1-938) 228 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-565) 179 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" • LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 685V -246/ 246H 5.50" 1.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -136/ 689V 0/ OH 5.50" 1.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6-09-08 6-09-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" t 4 I MAX LL DEFL = 0.009" @ 6'- 9.5" Allowed = 0.633" 3-05-04 3-04-04 3-04-04 3-05-04MAX LL DEFL = -0.002" @ 19'- 7.0" Allowed = 0.100" T 1 Y A T c MAX TL CREEP DEFL = -0.003" @ 19'- 7.0" Allowed = 0.133" 12 12 MAX BC PANEL TL DEFL = -0.019" @ 3'- 1.7" Allowed = 0.900" 7 M-4x6 19.00 \14.00 MAX HORIZ. LL DEFL = 0.009" @ 13'- 1.5" 4 4.0" MAX HORIZ. TL DEFL = 0.006" @ 13'- 1.5" • Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=29.6ft, 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. /.. .s, M-1,5x300 oNox8 M-3x4 o0 • J. 6-09-08 y 6-09-08 y �`�.\0 PROp Ol 0 13-07 yl-00 • C?7.. (C,INE,�c '• � `c- 8.782 P E JOB NAME : 17-A PLAN - G2 /// /rif„.J�� ;] • • Scale: 0.2737 ..0/7-. • ....- WARNINGS: GENERAL NOTES, unless otherwise noted: ," OREGON Truss G2 1.Builder and bection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /�v� • and waminp before construction commences. building component.Applicability of design parameters and proper Qtyr 2.2x4 comproMlb web bracing mull be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,.,�1 3.Additional IBFporary bracing to Insure stabilfty during construction 2.Design assumes the top and bottom chords to be laterally braced al I Y. 1 is the raspo Illly of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall t Cfure is the responsibility of the building designer. continuous sheathing such lateral b phywood re aired ing(TC)and/or tlrywall(BC). P•n u L �� 3.In Impact oftru g thbracing required where shown++ /'7 SEQ.: K1504838 4.No bad be applied toany component until after all bradngand 4.Inslallatlonoftrussletheresponsibility ofthe respective contractor. fasteners a complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS ID: LINK design load be applied to any component. end are for"dry condition"of use. 5.CompuTnallusnocontrol over end assumes noresponsibiliyfor the B.Oesignassumesfullbearingatalsupportsshown.Shimorwedgeif EXPIRES: 12/31/2016 fabrication,Mndlinshipmentpones necessary. g, and installation components. 7.Design assumes adequate drainage is provided. November 3,2015 S.This designt furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA IF SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USM Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-19H8(MITek) I, This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER.FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5142) 1140 1- 7=(-694) 3072 7- 2=( -398) 1890 BC: 258 KDDF #16BTR 2- 3=(-3938) 1002 7- 8=(-692) 3056 2- 8=(-1146) 380 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3966) 1000 8- 9=(-462) 2230 8- 3=( -724) 2774 258 DF SS A • LL = 25 PSF Ground Snow (Pg) 4- 5=(-4164) 914 9-10=(-472) 2478 3- 9=( -736) 2950 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 86 10- 5=(-472) 2478 9- 4=( -178) 272 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF L5(. 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -2) 174 BC LATERAL SUPPORT <= 12"01. OON. BC UNIF LIQ( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ''i ADDL: BC CONC LL+DL= 3071.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1269/ 5668V -228/ 219H 5.50" 9.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -812/ 3616V 0/ OH 5.50" 5.79 KDDF ( 625) _� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. Join together 2 ply with 3.5.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �i\/ 9" oo n 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. /X\/X` 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" o in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.027" @ 7'- 7.0" Allowed = 0.633" MAX TL CREEP DEFL = -0.071" @ 7'- 7.0" Allowed = 0.844" MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed = 0.100" 6-09-08 6-09-08 MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" f f f MAX HORIZ. LL DEFL = -0.005" @ 13'- 1.5" 3-09-10 2-11-14 2+11-14 3-09-10 MAX HORIZ. TL DEFL = 0.011" @ 13'- 1.5" 1212 M-5x6 Design conforms to main windforce-resisting • 19.00 • 7\14.00 system and components and cladding criteria. /// 3 5.0" • AE I Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IN Y, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), ll` @ HANGER BY OTHERS TO APPLY load duration factor=1.6, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. Truss designed for wind loads n the plane of the truss only. II M-3x5 M-3x5 M-5x16 M-5x16 AAILim �� .� o, I'-'7, 1 7 'n 8 9 10 o M-3x8 M-5x10 M-5x10 M-3x8 0 *3071# @ ���O PR Ore 3-07-14 2-04-02 1-07 2-04-02 3-07-14 �. ,'iv '���"7 , 0. y y y 'el'9782P c" 13-07 , 1-00 • JOB NAME : 17-A PLAN - G3 1r� '" Scale: 0.2633 .�y WARNINGS; �7 OREGON /his GENERAL NOTES, unless otherwise noted: l Off_ CyV 3"` t.Builder and erection contractor shorld be advised 01 eft General Notes 1.This design Is based only upon the parameters shown and M bran Individual 1:9 Q V�4 x{� V �4. Truss: G3 and Warnings before construction Qommences. balding component.Applicability of design parameters and proper `Ll `7 A' ` + 2.2s4 compression web bracing mush be Installed where shown+. Incorporation of component Is the responsibility of the building designer, e r 3.Additional temporary bracing to inure stability during construction 2.Design assumes Me top and bottom chords to be leteralN braced al 'A u` is the responsibility of the erector.Additions'permanent bracing of 2'o.c.and et 10'o.c.such plyeby unless braced throughout their length by {... continuous sheathing such as plywood sheathing(TC)and/or Erywall(BC). DATE: 11/3/2015 the overall structure Is the respensblkty of the bulking designer. 3.2s Impact bodging or lateral bracing required where shown 4 e 4.No Toed should be applied to any component until saw eall bracing and 4.Installation of truss la Me responsibility of the respecttve contractor. SEQ.: K1504839 fasteners ere complete and at no lime should any bads greaterthan 5.Design assumes trusses are to be used Inanon-corrosive environment, EXPIRES: 12/31/2016deelBn rosea be applied to any component, and are for"dry condition"of use. TRANS I D: LINK 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et ail supports shown.Shim or wedge if November 3,2015 necelinan as. fabrication,herding,shipment and Inlelletlon or components. 7.Design assumes adequate drainage is provided. 6.This design Is Banished subject to the limitation set forth by 8.Plates shall be boated on both feces of truss,and placed so their center TPIAMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size o/plate in inches. MITek USA,IDC./CnmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1980(MiTek) T • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2X4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. I LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA I DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ 0H 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "pc 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 TC PANEL LL DEFL - 0.001" @ 0'- 8.2" Allowed = 0.059" 01-11-09MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" / 1 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 14.00 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" • Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads N in the plane of the truss only. o r 0 OI I- / N N O f O 4 -3x4 • .6 l .6 1-00 �OVIDE FULL BEARING;Jts:2,3,4 I 6-00 • � ti D PROFc0.0 �N. <c, 0*9 vp w • -7 89782P E r' JOB NAME : 17-A PLAN - J1 f • • Scale: 0.6771 a' .81411 WARNINGS GENERAL NOTES, unlessolherwise noted. '• Truss Jl 1.BuilderndrreotioncontractorshouldbeadvisedofallGeneralNotes This design is based only upon the parameters shown andi toranindiidual y' OREGON K• end\Nene before construction commences. balding component Applicability of design parameters and proper 1 2!. ^ Cf+ 2.2x4 co web bracing must be installed where shown* Incorporation of component k the responsibility of the building designer. (./ •(< 3.Additional porary braGng to Insure stably during construction 2.Design assumes Me top and bottom chords to be laterally braced at � Is the nee Illty of the erector.Additional permanent bracing of T o.c.and et 10'o.c.such c ply unless braced throughout their length by DATE: 11/2/2015 the overall�ucture Is the responsibility of the balding designer. 2s le uoue sheathing such as plywood sheath here)and/or drywall(BC). -A U L 3.2r impact bridging or lateral bracing required where shown** d.No Wad s be applied W am component until after all bracing and 4.Installation oftrusa Is res SEQ.: K1504840 po be used non-corrosive contractor. fasteners a pole end at no time should any loads Greeter then 5.Design ermines trusses are to be used In a nontorrosiva emlronment TRANS ID: LINK design ba be applied to any component. and are for"dry condition or use. 5llayforthe S. sipnassumes full bearing Cletisupports shown.Shim orwedge if .CompuTrsAesnocontrol over and assumes noresponsibEXPIRES: 12/31/2016 fabrication,Isndling,shipment end Installation of components. necessary. 0.This designlsNrnishedsubject tothe limitations set forth 8.Petesshallign beesatledonboe thlfacelo trussed November 3,2015 8.Plates shell be located on both faces of truss,and placed so their center TPINVICA 41 BCSI,copies of whbll will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(0L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) 9 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 84 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 296V -45/ 120H 5.50" 0.47 KDDF ( 625) • 1'- 11.2" -144/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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" 2-00 MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.250" T MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" 0 3'- 3.8" Allowed = 0.339" 12 19.00 7 3 -/ MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" • Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, '-' Truss designed for wind loads ons in the plane of the truss only. 0 I N rAimj...-... nim..........rAill o o I F ► ** 4 0 M-3x4 k J' l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 16-00 8.782PE C • JOB NAME : 17-A PLAN - J2 Scale: / " .r� • 0.6271 V, ,, WARNINGS: GENERAL NOTES, unless otherwise noted: 7� OREGON �� 1 Builder and erection contractor hbuld be advised of ell General Notes t This design A based only upon the parameters shown and Is for en Individual 7 Truss: J2 and Warnings before constructls':commences. building component.Applicability of design parameters and proper 11 2.254 compression web bracing must be installed where shown+. maorparatlon of component m me responsibility or the building designer. -Tf '"'l R Y. 16.. < at 3.Additional temporary bracing to lr ore stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced en la Me responsibility ofike erector.Additional t bract f 2'0.0.and al 70'o.c.respectively unless braced throughout their length by ((��s {]. p ty permanent bracing o continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). J•••�Ut- T s DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where Mown-t. SEQ.: K 15 0 4 8 41 4.No load Mould be applied to any component untll after ell bracing end 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and al no Wee should any lows greater than 5.Design assumes trusses are to be used Ina non-corroshe environment, TRANS I D• LINK design loads be applied to any component. and aro for'dry condition"bearing ause. 6.CompuTrus has no control over and assumes no reeponslbility for the 6.Design assumes full at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ry fabrication,handling,shipment andlnalelletion of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations ail forth by 8.Plates shell be located on both faces of truss,and placed so Mair center TPINJICA in SCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7966(MiTek) • • This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR j LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12.0C. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT 6= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POE load duration factor=1.6, Truss designed for wind loads LL = 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Vo te: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. • • 3-00-04 0-05-12 • T T T 11.2 9.00 • • M-1.5x3 4 3 I rl 1 1 / ////////////////////// M-3x4 M-155x3 6 • • • .14—. 1-00 3-06 � �r�o PR°'SFS tiv\GINELc 0O :9782P• E JOB NAME : 17—A PLAN H1 ,r Scale: 0.6556 Co,1.Builder GENERAL mada:geSb, unlessotherwiseae. 9!OREGON Truss: H 1 B dd ands a efor contractor construction ohould be advised of all General Notes buil design is component. onlypl ca upon ythe parameters egnpar s wen and is for r Individual y '' • and Waml before censlructlon wmmencea. building cnmpof co orient is Applicability of dresponsibility parameters and proper ..a) n. 2.2x4 comp web bracing must be Installed where shown+, incorporation of component la the reaponalbllity of the building designer. T,[�r �.y V 3.Additional porary bracing to insure stability during construction 2.Design assumes the by end bottom chortle to be laterally braced at 71 r 'l IS the re emillly of the erector.Additional permanent bracing of 2'ot.and al 10'o.c,respectively unless braced throughout their length by the overall cture Is the res Ibaof the building continuous sheathing such as plywood sheathing(TC)shown tlrywaI1(8C). �1 DATE: 11/2/2015 roti pone ty g designer. 3.2x Impact bridging lateral bracing required where shown«+ pe^�U f,,, � 4.No load anfue be applied to any component until after all bracing and 4.Installation of Kusa is the responsibility of the respective contractor. SEQ. : K 15 0 4 8 4 2 fasteners$5 complete end at no time should any mads greater than 5.Design assumes trusses are to be used In a non-sonosive environment. TRANS ID: LINK design babe applied to any component. and are for"dry condition'of use. 5.CompuTru+Ms no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabricatAn ndlin ec eery. g,shipment and lIelktlon of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This dealg b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTCA a BC SI,copies of which w19 be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate see of plate In Inches. • MiTek USS*,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E9R-1311,ESR 1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-271) 415 3-6=(-460) 256 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-486) 228 6-4=(-135) 105 WEBS: 2x4 KDDF STAND 1 3-4=( -78) 76 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 1 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 BOG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -73/ 534V -39/ 113H 5.50" 0.85 KDDF ( 625) 9'- 10.0" -49/ 419V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '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 BC PANEL LL DEFL = -0.220" @ 4'- 10.0" Allowed = 0.400" MAX BC PANEL TL DEFL = -0.331" @ 4'- 10.0" Allowed = 0.533" MAX HORIZ. LL DEFL = 0.004" @ 9'- 2.5" 5-03-14 4-00-06 0-05-12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 2.5" 12 Design conforms to main windforce-resisting 4.00 M-1^5x3 system and components and cladding criteria. 5 4 '� Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1^5x3 3 0 y1 0 M o o �r�/-_J�7/ if /21 x� 6 0 M-3x4 M-3x4 1 l ). 9-02-08 0-07-08 y 1-00 k y 9-10 'k.(‹� '0 PRO/ ,c- 89782PE X'' JOB NAME : 17-A PLAN - H2 Scale: 0.9709 �'� •//,,,,,,,, WARNINGS: I� GENERAL NOTES, unless otherwise noted: / 5✓' h40 1.Sullderand erectioncontractor sho kbeadvised staOGeneral Notes I.This design Is based only upon the parameters shown and is for an individual 1'4, OREGON ^ Truss: H2 and Warnings before construction rnmences. building component.Applicability of design parameters and proper /, 2 2.244 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the bulking designer. "T {./A V / 3.Additional temporary bracing to Mee stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (�'S� �7 R y 1 ��/, 1s the reaponsibilay of the erector.Additional permanent bracing of 2'o.c.end at 10 o.c,'wedded unless braced throughout their length by T 4 v DATE: 11/2/2015 the overall structure is the r•e oneii,mofine col continuous ahealhlng such as plywood required nglrC)and/or drywall(BC). PA 1 15 p ty king designer. 3.2x Impact bridging or lateral bracing where shown** V SEQ.: K 15 0 4 8 4 3 4.No load should be applied to any component unlit AN all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any Mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design mads be applied to any component and are rotary condition.or sae. Design 5.Compuims has no control over and assumes no responsibility for the 6 necessary.assumes Ml bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design hassumes cedaonothfacelo rusa November 3,2015 6.This design is furnished subject to the limitations sly forth by 8.Plates shop be located on both faces of truss,end placed so their center TPIWICA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; I LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 86 2-5=(-112) 226 5-3=(-106) 168 2x6 KDDF #145TH T2 2-3=(-999) 111 5-6=( -62) 90 5-4=(-115) 312 BC: 2x4 KDDF #1&BTR LOADING 3-9=(-229) 99 4-6=(-949) 238 WEBS: 2x9 KDDF STAND • LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 100,0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 609V -85/ 143H 5.50" 0.97 KDDF ( 625) = TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 6'- 0.0" -205/ 5060 0/ OH 5.50" 0.81 KDDF ( 625) NOTE: 2x4 BRACING AT 29"0C UON. FOR • ALL FLAT TOP CHORD AREAS NOT SHEATHED i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" 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" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.008" @ 3'- 1.1" Allowed = 0.339" MAX TC PANEL LL DEFL - -0.012" @ 1'- 7.8" Allowed = 0.236" 2-11.09 3-00-07 1609 f . MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" M-4x6 3 M-3x4 12 Design conforms to main windforce-resisting 4 / system and components and cladding criteria. -27 14.00 T2 v` Wind: 140 mph, h=22.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, �� load duration factor=1.6, Truss designed for wind loads - in the plane of the truss only. . 0 m0 • o / • v>o I 5 6 / 111 / M-3x6 M-1.5x3 1 1 1 . l 2-10-!03 3-01-13 • ,L l l t�ry 1-00 6-00 CI ���tiq PROPPs i �yG I N TE 9 .%C.�% �` 89782PE JOB NAME : 17-A PLAN - J3 • .� Scale: 0.4899 • WARNINGS: GENERAL NOTES, unless otherwise noted' Li,,. OREGON ^0 Truss J3 1.Builder n ion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual �} and Warnl before construction commences building component.Applicability of design parameters and proper "6�.s �j'f- n V �' 2.2x4 co web braGng must be Installed where shown+. Incorporation of component is the responsibli of the building designer. w(� C.(�.I V 3.Additional t ary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r.w^'i� '-'1 .0 Is the respr�lYblllty of the erector.Additional permanent bracing of 7 o.c.and at 1 V o.c.respectively unless braced throughout Ihey length by -T continuous sheathing such as plywood sheathing(TC)and/or drywall(BG). PAUL e f DATE: 11/2/2015 the overall*acture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �•{V 4 SEQ. : Ki 5 0 4 8 4 4 4.No load s be applied to any component until after all bracing and O.Installation of truss is Me responsibility of he respective contractor. fasteners a complete and at no lime should any loads greater then 5.Dealgn assumes trusses are to be used In a noncorrosive environment, • TRANS I D: LINK design los be appred to any component, and are for"dry condition'.of 5.CompuTru.las no control over and assumes no responsibiltly br then 6.Design assumes NII bearing at all supporta shown.Shim or wedge If EXPIRES• 12/31/2016 nft fabrication, Ming,shipment and installation ofcomponents. teary. T.Designbeeandedonedremagels irusse n November 3,2015 6.This tlesig furnished subject to the limitations set fodh by S.Plaice shall be located on both faces o/truss,end placed so their center TPI/W1CA`1 SCSI,copies of which MMR be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of IAMB In inches. MiTek US4,Inc./Com uTrua Software 7.6.6 IL-E 10.Dor basic cosctrplate design values see ESR-7317,ESR-7866(MITak) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 9-10-00 GIRDER SUPPORTING 11-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #118TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1926) 366 1-5=(-342) 1774 5-2=( -170) 1098 BC: 2x6 KDDF #1&BTR I2-3=( -85) 77 5-6=(-333) 1712 2-6=(-1894) 406 WEBS: 2x4 KDDF STAND LOADING 3-4=( -10) 4 6-3=( -129) 103 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 10.0" V BC LATERAL SUPPORT 0= 12"01. UON. BC UNIF LY( 115.6)+DL( 98.6)= 214.2 PLF 0'- 0.0" TO 9'- 10.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -263/ 1343V -42/ 117H 5.50" 2.15 KDDF ( 625) Single member as shown. • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 10.0" -282/ 1393V 0/ OH 5.50" 2.23 KDDF ( 625) Hangers attached to the bottom chord will have 1.5" max. nail penetration. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. II ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.031" @ 5'- 4.1" Allowed = 0.446" I MAX TL CREEP DEFL = -0.063" @ 5'- 4.1" Allowed = 0.594" 5-05-14 3-10-06 0-05-1A2 MAX HORIZ. LL DEFL = 0.007" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.012" @ 9'- 2.5" 12 4.00 17 Design conforms to mlwindforce-resisting system and components and cladding criteria. M-1.5x3 4 ' 3 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. '."."1M-4x4 • z I 0 I m 1 I ( M g 5 6 x I 0 M-5x10 M-3x6 =m-6x6 y 1 .6 l 5-04-02 3-10-06 0-07-08 l 9-10 y SCO NG C, s`S/d • G d9 89782PE v" • JOB NAME : 17-A PLAN - H3rIOW Scale: 0.5114 C! (() WARNINGS: GENERAL NOTES, unless otherwise rated: JOREGON�y' 1.Builder end erection contractor sho tel be advised old General Notes 1.This design is based only upon the parameters shown and is kr en individual ,." �!. �h. Truss: H3 and Warnings before construction ommenaes. building component.Applicability of design parameters and proper T[`7 . RY A J r 2.7x4 compression web bracing must'I be Installed vAbro shown.. incorporation of component Is the responsibility of the building designer. �r ......««+��y 3.Additional temporary bracing to Ine#re stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at F• yr U I- Isthe responsibility of the erector.Additional permen.M braclip of 7 o.c.end at 10'o.c.respectively as coy unless braced throughout their length by f� DATE: 11/3/2015 the overall structure is the res biN t the building designer. continuo.xImsheathing such l b sang requirede here sown) 4 drywall(BC). ponai y o p 3.2x Impact bridging or lateral bracing where shown 44 S E K 15 0 4 8 4 5 4.No load should be applied to any component until after ail bracing and 4.installation of buss la the responsibility of the respective contractor. 4 fasteners are complete and at no time should any lead.greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. s.CompuTrus has no control over and assumes no responsibility for the 6.DesBeesumeaNllbearingalailsupports�hown.Shimorwedgeif November 3,2015 fabrication,handling,shipment and Installation of components. ry T.Design assumes adequate o both nagefa.Is providtams,and 6.This design is furnished subject to the limitations sal forth by 8.Flatus shall be located on both faco,of truss,antl pkcatl so their center TFIIWIDA in 13151,copies of which Mil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-132) 131 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -10/ 346V -82/ 194H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -170/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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" i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" • 3/11 3 --1 MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" 0 3'- 10.8" 7 1 • MAX HORIZ. TL DEFL -0.002" @ 3'- 10.8" 12 14.00 /// Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, mi Truss designed for wind loads o in the plane of the truss only. 0 o i f-1 PIAIIIMM AlN •I M-3x4 1 1 l 1 • 1-00 ). 6-00 0) PP OFFS�n (PROVIDE FULL SEARING;Jts:2,3,4 I '\ 43 `r' «9782PE v" JOB NAME : 17-A PLAN - J4 • ,.:�Ir• • Scale: 0.4883 ..� ali WARNINGS GENERAL NOTES, unless otherwise noted: 4/ }''� A�� Truss: J4 t.Builder dlon contractor should be advised of all General Notes 7.This design is based only upon the parameters shown and Is for an Individual r �y7Ot y /�s and wee i before construction building component.Applicability of design parameters and proper 4j' n*J +�' 2 2v4 com + incorporation of component Is the responsibility of the building designer. .•(f , �/(Z, pretebn web bracing must be installed where shown 2.Design assumes the top and bottom chords to be laterally braced at /� RY " 3.Additional�7y',',•,nary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��'''yl�'� Is the reel)A*ordure of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PAUL DATE: 11/2/2015 the overall*odure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ+: K1504846 4.No load sheisid be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners itis complete and a no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, • and are for"dry condition"Muse. TRANS ID: LINK Conrp loo♦asnosbe applied to any component. fi.Design assumes lull bearing at all supports shown.Shim or wedge if 5.CompuTrughasnocontroleniandand assumes iono responsibility ns. rthe necessary. EXPIRES 12/31/2016 • fabrication,eelgt'tsntlling,shipment and installation of components. 7.Design assumes atlagoete drainage is provided. November 3,2015 0.This deslgntb furnished subject to the limitations set fodh by 8.Plates shell be located on both feces of truss,and placed so their center TPIiWTEA 5 SCSI,copies of which MA be furnished upon request, lines coincide with joint center lines. ,,YN9.Digits indicate size of plate in inches. MiTek US,Inc./CompuTrus Software 7.6.6(IL)-E 70.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) ft . I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. �''�. LOADING BC LATERAL SUPPORT <=,12"OC. ION. 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 37571 -102/ 234H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -172/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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" A 4-11-09 / MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" .. - MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.190" @ 2'- 10.1" Allowed = 0.470" 3 MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" 0/ j1 MAX HORIE. TL DEFL = -0.003" @ 4'- 10.8" 12 • Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Pi in the plane of the truss only. 0 I 0 uso 0 M-3x9 y y y ��Q,tiD PR QF�ss 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 • I ��� 04G1NE&R ./c:3 7189782PE JOB NAME : 17-A PLAN - J5 • .�.ae!� +■' • Scale: 0.4326 • WARNINGS: GENERAL NOTES, unlessotherwise noted. V ����^" �'(!) 1.Builder end erection contractor should'.b advised or al General Notes 1.This design k based only upontheparameters shown end is for an individual ON r.: Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper L/j_ • /}�+' �` 2.2o4 compression web bracing maw be installed where shown 0. Incorporation or component la me responsibility o the banding designer. Q� Y , G• Q. 3.Additional temporary bracing to insure.stability daring construction 2.Design assumes the top end bosom chords to be laterally braced at I°the responsibility of the erector.P ddtional permeneM bracing of 7 o.s.and at 10'o.c.respectively unless braced throughout their length by l DATE: 11/2/2015 the overall structure Is the res oneic f the building desl continuous sheathing or latera as plywood aired In ere s and/or tlrywell(BC). - �,/l U \ P IRY o 4dmg gnat. 3.2x Impel bridging or lateral bracing required where shown** SEQ.: K 15 0 4 8 4 7 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no hare should any leads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are or-dry condition'of use. 5.CompuTru°has no control over and assumes no responsibility ler the 8.Deesig�asumesfWl bearing et el supports shown.Shim or wedge if EXPIRES: 12 31/2016 fabrication,handling,shipment and installation of components. 7. assumeEXPIRES: t f G Design assumes drainage o truss,andNovember 3,2015 8.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of true, placed so their center TPIMRCA in SCSI,copies of which w111 be furnished upon request. lines coincide with joint center lines. g.Digits indicate 58e of plate in Inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1508(MITek) ( • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 ' TO: 2x9 KDDF #1&BTR { LOAD DURATION INCREASE = 1.15 1-2=(-223) 185 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. TO LATERAL SUPPORT <= 12"OC. DON. iLOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 265V -108/ 209H 5.50" 0.42 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 11.6" -169/ 204V 0/ OH 1.50" 0.33 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 5-11-09 MAX TC PANEL LL DEFL - 0.335" @ 3'- 7.0" Allowed = 0.572" ,r } f MAX TC PANEL TL DEFL = -0.280" @ 3'- 4.9" Allowed = 0.858" -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 12 19.OD Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N 0 I 0 0 ri ILl "' L I ' 1** i 3.5 0 M-3x4 y y 6-00 t.� p PR VF�'FStS 0 PR IDE FULL BEARING;Jts:1,3,2 �.�5 ���I�� �i • :9782PE JOB NAME : 17-A PLAN J6 ,, ..r Scale: 0.4157 WARNINGS: - GENERAL NOTES, unless otherwise noted: (,yap OREGON ('� /s 1 Truss J6 I.Builder ent rection contractor should be advised of all General Notes I.This design b based only upon the parameters shown and is for an individual 'V4 OJREGON A~, and Warni before construction commences. building component.Applicability of design parameters and proper 2 "( 2.2x4 cempr Islon web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. ,.[J u.1 R Y 1 V 3.Additional temporary bracing to Insure stablllty during construction 2.Design assumes the top and bottom chortle to be laterally braced al 7,�`3� "7 Is the reapramiblliry of the erector.Additional permanent bracing of Y ob.and at 10'o.c.respectively unless braced throughout thew ry length by r DATE: 11/2/2015 the overall*mitre is the responsibility of the building designer. 2 Impacts sheathing such b acinplywg requirede Mee where sown) •drywell(BC). �, 3.2a Impact bridging or lateral bracing where shown SEQ.: K15 04 8 4 8 4.No bad should be applied to any component until alter all braGng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ant complete and at no time should any bads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design temente applied toany component. and are for'dry condillfon"5105,. 5.CompuTn»Ms no control over end assumes noresponsrollityfor the 6.DeaignaeaumasfullbeanngeteNsupportsshown.shimorsedgau EXPIRES: 12/31/2016 febucatbn,.ntllbg,shipment and installation of components. 7. necessary. esi assumes adequate drainage is provided. November 3,2015 6.This design*furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA A SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bests connector plate design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=(-334) 186 1-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -83) 0 TC LATERAL SUPPORT <= 12"00. ION. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 11.6" TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 279V -121/ 2698 5.50" 0.94 KDDF ( 625) 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -293/ 280V 0/ OH 1.50" 0.36 KDDF ( 625) .. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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/290, TL=L/180 • 3 MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" -/ MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.309" @ 3'- 4.7" Allowed = 0.576" /121.fid MAX TC PANEL TL DEFL = -0.286" @ 3'- 5.2" Allowed = 0.869" MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. w0 r0 co0 h 1 M-3x9 .O rRQ/' y • 6-00 0-11-09 ,A`C���' ,NGIN,e&- t$'�/0. (PROVIDE FULL BEARING;Jts:l,4,2 V `'� ' 89782PE p JOB NAME : 17-A PLAN - J7 .-.. . '''400010' • • Scale: 0.3829 MI WARNINGS: GENERAL NOTES, unless otherwise noted' OREGON R 'h 1.Builder and erection contractorshouldb advised ofaN General Notes 1.This design k based only upon the parameters shown end is for anlndmdual j1_ ORE ON h�'j �. Truss: J7 and Warnings before construction ymmencee. building component.ApplkabliNy of design parameters and proper �7// C) 2.204 compression web bracing mug be installed where shown.. incorporation of component Is the responsibility of the building designer. °A� °AI R y. {G 3.Addilbnel temporary bracing to Mime NabIINy during construction 2.Design assumes the lop and bottom chords to be Wteralo braced at 77 1 l 1.i7 Is the responsibility of the erector.Additional permanent bracing of Too.and at 10 op.respectively unless braced throughout their length by //��s continuous sheathing such a.plywood sheathing(TC)whereel and/or drywall(BC). -A1 1{ /' DATE: 11/2/2015 the overall structure le the responsibility of the bilking designer. 3.20 Impact bridging or lateral bracing required shown♦♦ I a SEQ.: K 15 0 4 8 4 9 4.No load should be applied to any component until alba all bracing and 4.installation of truss la the responeibSNty of the respedNe contractor. fasteners are complete and at no thea should any bads greater than 5.Design assume.trusses are to be used In a noncorrosive environment, design loads be applied to any component and are for"dry condition''of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noreeponeibllityfor the 8.Design�aumesNllbeadngMalwpponsshown.Shim orwedge lf EXPIRES: 12/31/2016 necinsfebrlcatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the'lmbtions eat earth by B.Plates shall be boated on both faces of truss,and placed so their center TPL'WTCA In SCSI,copies of which will be fu,nIelad upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inn./CompuTrus Software 7.6.6(1L)-E /0.For basis connector plate design values see E5R-1311,ESR-1968(MiTek) ( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 4:11&BTR LOAD DURATION INCREASE = 1.15 1-2=(-417) 362 1-4=(0) 0 BC: 2x4 ROOF #1&BTR ' SPACED 24.0" O.C. 2-3=(-108) 99 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRI AREA I DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1 TOTAL LOAD = 92.0 PSF 0'- 0.0" -23/ 262V -147/ 291H 5.50" 0.92 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -373/ 939V 0/ OH 1.50" 0.56 KDDF ( 625) 7'- 11.6" -23/ 17V 0/ OH 1.50" 0.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" 1 MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" j MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" i • Design conforms to main windforce-resisting system and components and cladding criteria. 12 -77 Wind: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 0) (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. N oi Ol O CI, O f O l 24 A 1** 4* o M-3x4 Eq PRO, y 6-00 • y 1-11-09 y Co���!A G1NE V4�' (PROVIDE FULL BEARING;Jts:1,4,2,3 I V a '`�'• 89.782PEl? • c • JOB NAME : 17-A PLAN J8 ,, „�,! .r► Scale: 0.3470 r WARNINGS: GENERAL NOTES, unless otherwise noted. � ('��-s Truss: J 8 1.Builder ant traction contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an indwidual r� OREGON EGON /.ah and Waml before construction commences, building component Applicability of design parameters and proper `- 2 `.�_ 2.2s4 comp web bracing must be Installed where shown+. incorporation or component h the responsibility of the building designer. ,T (J if 3.Additional nrad,bracing to Insure stability during construction 2.Design assumes the lop and bosom chorda to be laterally braced at 7� ', '5e Is the responabety of the erector.Additional permanent bracing of 2'o.c,and at 1G o.c.such as sty unless braced throughout their length by `(/ DATE: 11/2/2015 the overall pure is the responsibility of the buildingdesigner. continuous edging orng such as plywood required where el and/or tlrywall(BC). r"n' `5 y D ty B 3.2a Impact bridging or lateral brecing shown++ a'•{u L. • SEQ. : Ki5 0 4 8 5 0 4.No bad sh IM be applied to any component unto alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners. complete and at no lime should any bads greater than 8.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design be be applied to any component. and are for dry condition"of use. 5.Com Tru�Manoconimlover and assumes nore B.Deaignaaaume.NIlbaaringatau�upportsshone,snlmarwedgeit EXPIRES: 12/31/2016 pa 1i� responsibility for the rery fabrication, ling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 3,201 5 8.This deeig la furnished subject to the limitations set rodh by B.Plates shall be located on both faces of truss,and placed so their center TPIhVICA�t SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate In inches. MiTek US4,(nc.ICompuTrus Software 7.6.6(1 L)-E II.For basic connector plate design values see ESR-131t,ESR-1913B(MITek) 4 This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 11.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF 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=20.5ft, TCDL=4.2,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 LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (aura). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-07-12 0-03-12 � T T T 12' 4.00 1 M-1.5x3 3 4 —/ • N I al I N o '''' iiiiiiiAM/iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii� 0 5 6 M-3x4 ' M-1.5x3 y l 1 1-00 7-11-08 •c\-9, .0. PR OPE., 89782PE 1- JOB NAME : 17—A PLAN — I1 • Scale: 0.5786 /',^,� —�a.r WARNINGS: GENERAL NOTES, unless otherwise noted: -74,OREGON (NI', 1.Builder and erection contractor/shouldb advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ll E N Truss: I1 and Warnings before construction Commences. build ng component.Applicability of design parameters and proper e.�,1 C 2.244 compression web bracing mug be installed where shown* Incorporation of component Is the responsibility of the building designer. � .^I(j y A$v 3.Additional temporary bracing to Inane stability during construction 2.Design assumes the top and sly unlessm chards b be laterally braced at T l Is the responslbiliry of the erector.Addltlonel perrearem bracing of 2'o.c.and a110'o.c,reepeclh plywoodly braced throughout their length by }� V DATE; 11/2/2015 the overall structure is the responsibility r the b continuous sheathing sacra as aneemmg(Te)and/or drywall(BC). /++ 1 1 1 1\ 0 y o onding designer. 3.2s Impact bridging or lateral bracing required where shown v• V 4 SEQ.: K1504851 4.No load should be applied to any component reel after aN bracing end 4. NationoftruIsisthe eaceto eibllly Inthe nr specttuelventractorrmenl, fasteners are complete and at no lies should any keds greater than Design assumes design toads be applied to any component. and are for'Ary condition.of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no reaponsibildy for the 8.Design assumes full bearing et al supporta shown.Shim or wedge 11 EXPIRES: 12/31/2016 .vary. fabs design handling,shipment and Installation of components.SerB nts. 7.Design assumes adequate drainage is provided. November 3,201 5 8.This design k furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./ConrpuTrus Software 7.6.6(1L}E 1D.For basis connector plate design values see ESR-1311,ESR-1988(MITek) A. • • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 71 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 292V -40/ 108H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -86/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 3'- 11.5" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL j REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Iv OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP j 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.076" f f MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.7" Allowed = 0.164" MAX TC PANEL TL DEFL = 0.006" @ 1'- 3.7" Allowed = 0.246" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.7" Allowed = 0.203" 14.00 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" /// I MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" • • 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), load duration factor=l.6, O Truss designed for wind loads m in the plane of the truss only. o N O f Lo 0 I f O �4 M-3x4 • l b y 1-00 3-11-08 (PROVIDE FULL BEARING;Jts:2,3,4 I v5 Y GIN tc,, t) 4t--44 89782PE v JOB NAME : 17-A PLAN - ..,_,....<"', - KJ1 •.•►° Scale: 0.6265 • WARNINGS G.This graiNOTES, any upotherwisethee: (11 OREGON "74.7 ' 1.Builder rection contractor should be advised of all General Notes 1.This design p based only upon the parameters shown and Is for an Individual •� Truss: KJ1 and warm before construction commences building component Applicabilityfdesignparameters and oyoffproper / 2.2x4 comp n web bracing must be Installed where shown.. incorporation of component k the responsibility of the building designer. „[) (,/� y Q� 3.Additional t�atporary bracing to Insure stability during construction 2.Design assume 0.0.the top and bottom chords to be laterally braced at 7 :3 ii1 � _` Is the res llm of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.much as plywoodly unless braced throughout their length by ` V DATE: 11/2/2015 the overall lure is the responsibility f the building designer. continuous sheathing such as sheathing(TC)and/or drywall(BC). A fy' f` spores ty o g 0 3.2a Impact bridging or lateral bracing required where shown++ PAUL L SEQ.: K1504852 4.No load should be applied to any component until after all bracing and 4.Installation of truss 1s the responsibility of the respective contractor. fasteners a complete and at no time should any loads greater man 5.Design assume.trusses are to be used In a non-corrosive environment, TRANS ID: LINK doG n tnat be applied to any cow nt and are for'dry condition'ofuee. 5.CompuTrua has no control over and assumes no responsibility for the B.Design assumes lull bearing al all supports shown.Shim or wedge i( EXPIRES: 12/31/2016 necessafabrication, dlln shipment and inamllation of coin ry. �r s, p components. T.Design laessassumes atledon drainageierslded. November 3,2015 8.This tleslA$cfurnished esbjfwtothelimitationsIrhet upon hr B.Platesshallwith joint onbeth laces of truss,and placed so their center TPIhVECAA`"BC 51,copies of which will be lurnlshetl upon/aquae. lines coincltle with anter lines. 9.Digits indicate size of plate in Inches. MiTek US hocJCompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 4 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-49) 65 3-5=(-248) 173 BC: 2x4 RODE #1&BTR • SPACED 24.0" O.C. 2-3=(-102) 89 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 • LOADING TC LATERAL SUPPORT <= 12"01. 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -83/ 972V -34/ 101H 5.50" 0.75 KDDF ( 625) til LL = 25 PSF Ground Snow (Pg) 7'- 11.5" -38/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.D" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.262" @ 4'- 0.9" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.350" @ 4'- 0.5" Allowed . 0.705" 7-07-12 0-03-12 A 1 ' f MAX HORIZ. LL DEFL = 0.001" @ 7'- 7.7" MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" 12 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 II ill 111 laillialli 3 Wind: 190 mph, h=20.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dlr), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N ,ti N N M 2147.5.0 O M-3x4 M-1.5x3 • 1 l l 7-07-12 0-03-12 l l l • 1-00 '..,., 7-11-os ,<¢1O PRQ/ � aCINFr(w � ArcL- 89782PE I JOB NAME : 17-A PLAN - I2 • Scale: 0.5411 a . . ,. WARNINGS: IMF GENERAL NOTES, unless otherwise noted: C/ �4 I.Bulkier and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an individual 17 _OREGON 15 a,,,,,. Truss: I2 and Warnings before construction commences. building component.Applicability of design parameters and proper jF/. K) t 2.204 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. 11'T VRy 1 G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 7 Al'1 J Ic the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'5.5.respectively unless braced throughout their length by vl DATE: 11/2/2015 the overall structure is the responsibility of bu des! continuous0reptsheathing or stehasacing re aired where shandown nr tlrywat(BC). PA { ' p ty o AdNq goer. 3.2x Impact bridging or lateral bracing required shown++ 4 SEQ.: Ki504853 4.No load should be applied to any component unit alter aN bracing and 5.4. tllation of truss its the respo clseedinly of teenontmtive roelvenovcto. fasteners are complete and at no time should any bads greeter thanDesign assumesare design loads be applied k any component. and are for"dry condition"of use. TRANS ID: LINK s.CompaTmshas nocontrol over and assumes noresponsromty for the 8.DealgnassumesfullbearingateNsuppodeshown.Shimorwedgeif EXPIRES: 1213112016 necefabrication,handling, amry. edipmentao theetmiatio of components. 7.Platers all esaded oneothl face is truss, November 3,2015 8.This design Is furnished subject to Ilmtellons Mt North by S.plates shall be located on both latae of Iruaa,and placed so their center TPIIWTCA In BCSI,copies of which yell be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-1x2 or equal typical at stud verticals. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for 4.00 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. • • • 3 • N .-1 2 r•1 _ • 4 • M-3x4 1 l l 1-00 . 4-00 '�F-? q PR Op, (c.".4 &",9, l��p 4‹. :9782 P E f" JOB NAME : 17-A PLAN -1 I3 ,�„ � • Scale: 0.8940 - WA1.Builder l OhRAe design NOTES, unless on thrwise epeta ate: C' OREGON h s 1.Builder and .Ion contractor shook be advised of all General Notes 1.This tleslgn la based only upon the parameters shown and Is for an Indivitlual �7 V Truss: 13 and Went before construction commences. building component Applicability of design parameters and proper /, A 2.2s4 compr- •n web bracing must be Installed where shown+.• Incorporation of component la the responsibility of the building designer. 'Q V,�Q�} {+� V '�. 2.Design assumes the top and bottom chords to be laterally braced at •A� +f7 `e `�, 3.Additional porary bracing to Insure stability during construction 2'o.c.and a1 10'o.c.ro ctroe I braced throughout their length b / 1. Is the re••I •lily of the erector.Additional permanent bracing of cps ly unesa g g y DATE: 11/2/2015 the overall .ure Is the responsibility of buildingdesigner. continuousximp bridging or suchlbas alcng required here s own+tlrywall(BC). .�/� 0 tY o gtrer. 3.2e Impact Mltlging or lateral bracing where shown++ r'1 SEQ.: Ki5 0 4 8 5 4 4.No had • be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respechNe contractor. fasteners.:complete and at no time should any roads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bad:be applied la any component. and are for condition"of use. 5.CompuTr I. control over and assumes no responsibility for the B nDeceasa ssumes full bearing at all supports chase.Shim of wedge It EXPIRES: 12/31/2016 fabrication, dling,shipment end installation of components. ry. 7.Designassumesbe saled on drainage to trussed.r November 3,2015 6.This design furnished subject to the Ibneatlona set fodh by B.Plates shat be located on both fans of truss,end placed w their center TPIMTCA SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek U Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-483) 928 1-4=(0) 0 BC: 2x4 KDDF #1&BTR ', SPACED 24.0" O.C. 2-3=(-112) 99 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 92.0 PSF 0'- 0.0" -22/ 275V -167/ 333H 5.50" 0.94 KDDF ( 625) *+ For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 ,PSF Ground Snow (Pg) 5'- 11.2" -388/ 995V 0/ OH 1.50" 0.57 KDDF ( 625) 8'- 11.6" -96/ 54V 0/ OH 1.50" 0.09 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. • • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • .. MAX TC PANEL LL DEFL = 0.168" @ 2'- 11.7" Allowed = 0.576" 3 MAX TC PANEL TL DEFL = -0.154" @ 3'- 2.5" Allowed = 0.869" II MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 14.00 Truss designed for wind loads in the plane of the truss only. N 0 O • • O N &_ �� 1 1.. 4++ o M-3x9 '. PRO ���p l ; I 6-00 2 11-09 y \j� G�� fi s'�Q 'PROVIDE FULL BEARDNG;Jts:1_9,2,3 ,,.�/ -7 a' 89782PE r JOB NAME : 17-A PLAN - J9 • Scale: 0.3099 - ."...,.. WARNINGS: 1 GENERAL NOTES, unless otherwise noted (/ OREGON ('r/''�h 4) 1.Builder and erection contractor shohld be advised of N General Notes I.This design is based only upon the parameters shown and la tar an Individual /� OR EGCNV Truss: J9 and Warnings before construction ceminences. building component.Applicability of design parameters and proper %t'`- 2�. �Q' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ..e? �J�a.,`- 3.Additional temporary bracing to insure stability during construction 2.Design and at tl the top and bottom chords to be laterally braced al 7 /-)'�/ lame responsibility of the erector.AddIlanal permanent bracing of 20.0. at 1a o.c.rsapectNet unless braced throughout their length by 'k DATE: 11/2/2015 the overall structure is the responsibility f the Sadd desi continuous sheathing bridgingat each as plywood required sheathing(TC)and/or drywell(BC). ' �j U` pj . ponsi ty o M designer. 3.2a Impact or latent bracing where shown++ /"M i..+ SEQ.: Ki5 0 4 8 5 5 4.No bad should be applied to any component until aNr all bracing end 4.Instelletlon of Inss Is the responsibility of the respective contractor. fasteners are complete and at no time should any lova greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID• LINK design bads be applied to any component. and are Mr dry condition"of use. B. s.CompuPrushasnocontroloverandsesamesnora.ponalbldyforIns Design assumes innbearing alaNsupports shown.Shim orwedge a EXPIRES: 12/31/2016 s. fabrication,handling,shipment and In.Ianatron or components. P.Design sumss adequate drainage is provided. e.This design is furnished subject to the limitations est forth by 8.Plates shall belocated onboth feces oftruss,and pacedsutheir center November 3,2015 TPIIWrCA In SCSI,copies of which aN be fumishod upon request. lines coincide with joint center livres. 9.Digits Indicate size or plate In Inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1L)-E 17 For beak connector plate design values see ESR-1311,ESR-1988(KAMM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(-67) 96 3-5=(-294) 333 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 268 WEBS: 2x9 KDDF STAND3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"00. UON. 7 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. I 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" -52/ 324V -114/ 185H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" -119/ 205V 0/ OH 5.50" 0.33 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF 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 TC PANEL LL DEFL = 0.084" @ 2'- 1.3" Allowed = 0.333" 3-07-12 0-03-12,y� MAX TC PANEL TL DEFL = 0.083" @ 2'- 1.3" Allowed = 0.499" I I MAX HORIZ. LL DEFL = 0.000" @ 3'- 7.7" 12 1 M-1.5x3 9 MAX HORIZ. TL DEFL = 0.000" @ 3'- 7.7" 14.00 -27 3 Design conforms to main windforce-resisting 1 system and componentsand cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o N • • O /- N O O f ... ..5 --/ o M-3x4 M-1.5x3 J• l l l 3-07-12 0-03-12 l l l 9",.p PR()Fee, 1-00 3-11-08 c...; CJ p � G,IN INE - fiA- 89782PE C- • JOB NAME : 17-A PLAN - KJ2 ...L.....„<",-. ....""`. ' . Scale: 0.4452 , 1111111 WARNINGS: ' GENERAL NOTES, unless otherwise noted' (V�s.� 'r,a 1.Builder d atlon contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is tor an Individual 1,4 F1EGON � (;) Irr Truss: KJ2 and Winbefore construction commences belong component.Applicability of design parameters and proper �J 2.2x4 comp web bracing must be Installed where shown a, incorporation of component s the responsibility of the building designer. ` 4 RY 16 P 3.Additional t,nporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at ` , is the repo 4blIey of the erector.Additional permanent bracing of Y oz.and at id c.c,respectively unless braced throughout their length by ` DATE: 11/2/2015 the overall*fixture Is the responsibility f the buildingdesigner. 25 Impact Hdgingsheathior such l0 bpracing reood uir a send/or tlrywall(BC). ./� \ }uci P N o B 3.2x Impact bHdging or lateral bracing required where shown a ?'1 SEQ. : Ki5 0 4 8 5 6 4.No load shit*be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ara complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design madReaapplied toany component. and are for"dry csndibion•ofuse. 5.CompuTrualss no control over end assumes no responsibility for the 8.Designassumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessafabrication,tangling,shipment end installation of components. ry. �. pthby T.pltign esshotesadeduate onbothfagels trusded.s. November 3,2015 S.This design/furnished subject to the limitations set forth by 8.plates shall be looted on both feces or trues,and placed so their center TPIN✓TCA a SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Mc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-553) 990 1-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-133) 83 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 321V -185/ 371H 5.50" 0.51 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -922/ 979V 0/ OH 1.50" 0.61 KDDF ( 625) 9'- 10.2" -87/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ''.LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.162" @ 2'- 11.7" Allowed = 0.576" / MAX TC PANEL TL DEFL = -0.195" @ 2'- 11.9" Allowed = 0.869" MAX HORIZ. LL DEFL = -0.011" @ 9'- 9.4" MAX HORIZ. TL DEFL = -0.011" @ 9'- 9.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 7 load duration factor=l.6, 19.00 Truss designed for wind loads 2 • in the plane of the truss only. I 0 I I , 0 t I_ 1 •• I 1** y** o M-3X9 ¢A\� P R OF y 6-00 y 3-I'10-03 y � `� IN st�..y��.._yy (PROVIDE FULL BEAFING;Jts:1,9,2,3 I +9/82 P E 7t,,, JOB NAME : 17-A PLAN - J10 • Scale: 0.2980 .e WARNINGS: 1 GENERAL NOTES, unless otherwise noted' V 1.Builder and erection contractor should be advised of ell General Notes 1.This design u based only upon the parameters shown and is for an Individual •s.EGON Truss: J10 and Warnings before construction commences. building component.Applioabilhy of design parameters and proper -4a i'f- (C1 4Z''.` 2.2x4 compression web bracing must be installed whore shown*, Incorporation of component Is the responsibility of the building designer. 1:9 VR y AY 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle b be laterally braced at T Al'�i J Is the responsibility of the erector.Additional permanent bracing of T continuous and at 10'o.c.such as p9ely unless braced throughout their length by 1 DATE: 11/2/2015 the overall structure Is the responsibility of the our sheathing such as plywood sheathing(TC)snaor drywan(Bq. P ' y L ( y p ly IMYp designer. 3.2x Impact bridging or lateral bracing required where shown** �'1 4J SEQ.: K 15 0 4 8 5 7 4.No load should be applied to any component until Wks ell bracing and 4.Installation of truss Is the responsibility of the respecttae contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for-dry condition'of use. B.5.CompuTrus has no control over and assumes no respoesiblldy for the DeeC Sn assumes NII bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. assume 7.Designsadedonedrainage io truss, November 3,2015 B.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and pieced so Ihelr center TPWVICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1L)'E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-508) 995 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 55 1 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 285V -172/ 343H 5.50" 0.96 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) L = 25 PSF Ground Snow P 5'- 11.2" -396/ 451V 0/ OH 1.50" 0.58 KDDF L g) 625) 9'- 2.5" -58 68V 0/ OH 1.50" 0.11 KDDF 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.167" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.152" @ 3'- 2.5" Allowed = 0.864" '. it MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=l.6, 14.00 7 Truss designed for wind loads in the plane of the truss only. A cs,o i co O O o IFS ma 1** 4 o M-3x9 � E0. PR OFFS, y 6-00 11• • � 3-02-08 y �.04G�N4-6, ''(�A-. IPRO SDE FULL BEARING;Jts:1,9,2,3 I £., -4'.' ` - 8.782PE • JOB NAME : 17-A PLAN J11 / r 'r • Scale: 0.3116 WARNINGS: GENERAL NOTES, unless otherwise noted E!' 4) 1Builder and,arectlon contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for en IndIldual , 1!.. OR EGON � c.o.,c.o.,. Truss: J11 and warty.before construction commences. building component Applicability of design parameters and proper / fl 2.244 compm�on web bracing must be Installed where Mown 4. incorporation of component is the responsibility of the building designer. *1;9 V A t y y. G V � at 3.Additional t�lnporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally IIheirbracelength 7 "7 f l :J Is the reapakeWlllty of the erector.Additional permanent bracing ofir 2'o.c.and at 10'o.c.roepectivety unless braced throughout their length by 'l continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). P., t i DATE: 11/2/2015 Iha overall urs Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Mown** l.7 SEQ.: (<1504 8 5 8 4.No load be applied to any component until ager al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners a complete and at no time Mould any loads greater than 8.Design assumes bosses are to be used in a noncorrosive environment, TRANS ID• LINK design ioa be applied to any component. and are for"dry condition"of use. 5.CoepuT a no control over and assumes no responsibility for the B.nDecegseaaewmea full bearing at ed supports shown.Shim or wedge if EXPIRES. 12/31/2016 fabrication,',fondling,shipment end installation of components. ry. G smen pthey s. 7.Designassumesbeeaded on bslhl face to truss d.an November 3,2015 8.This tleagll#furnished subject to the limitations set forth by 8.Plates shall be located on both faces of cruse,and placed so their center TPIMyfCA it SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate she of plate In inches. MiTek US4,Ins./CoenpuTrss Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1055(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR ', LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #16818 'I SPACED 29.0" O.C. 2-3=(-508) 444 3-4=(-115) 55 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -187/ 417H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 11.2" -402/ 996V 0/ OH 1.50" 0.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.5" -64/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -W VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.152" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" Design conforms to main windforce-resisting system and components and cladding criteria. 12 3 Wind: 140 mph, h=26ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), it load duration factor=l.6, Truss designed for wind loads m in the plane of the truss only. 0 l N O • • • 0 �� A u t 5* M-3x4 Nk.Ep PROFFS' y1-001 6-00 ` b 3-02-08 y ,,,_4c. 44 -7�,t`1G'INE ',c� ' (PROVIDE FULL BEARING;Jts:2,5,3,4 I �7 7 9782PE c" JOB NAME : 17-A PLAN - J12 my. . I Scale: 0.3071 , WARNINGS' GENERAL NOTES, unless otherwise notetl. (/ 1Builder and erection contractor should be advised of al General Notes 1.This design i based only upon the parameters shown ands for an individual � q I'E GON h . Truss: J12 and Warnngsbefore construction commences. building component.Applicability ofdesign parameters and proper /7 4iZ/ incorporation ( '' 2.2x4 compression Web bracing must be installed where Mown*. poration of component h the responsibility of the building designer. 95, q RY 1 �4 temporary bracing to insure stability during construction 2.Design assumes the top and bottom cordo to o laterally braced at 3.Additional l is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 f 0'o.c.respectively unless braced throughout their length by i DATE: 11/2/2015 the overall structure is the res onsibi f the Wading designer. continuous sheathing such l bracing plywood shred MIN,shown .tlryvrell(BC). 'IC ` R\ p Ih o dtlYng 3.2x Impact bridging or lateral required where shown** L. SEQ.: Ki5 0 4 8 5 9 4.No bad should be applied to any component until alar MI bracing and 4.Installation of truss is the responsibility of the respectte contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. TRANS ID• LINK design loads be applied to any component. and are mrudrycondumn^or use. 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assmss lull bearing at all supports shown.Shim or Wedge If EXPIRES: 12/31/2016 fabrication,handling, necessary. shipment and installation of camponents. 7.pates assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the Imitations set form by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWZCA in SCSI,copies of which will be furnished upon request. lines coincide wit Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.EBR-1988(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 91,1R/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.C. 2-3=(-70) 65 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -45/ 302V -90/ 108H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -35/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -41/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LY U LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I . BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 • MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • 1-11-11 MAX TC PANEL LL DEFL = -0.003" @ 1'- 2.9" Allowed = 0.164" ' MAX TC PANEL TL DEFL = -0.004" @ 1'- 2.9" Allowed = 0.296" • MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 14.00 1 /// ) Design conforms tom n windforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 m 0 ml o f Wo I M-3x4 • 1-00 2-00 crE IDE FULL BEARING;Jts:2,4,3 <(5 -131�/� ��4'6143 ,C \GtNE ` 'ca, ' :97$2PE Cf v" JOB NAME : 17-A PLAN . KSJ1 .• ..Ir Scale: 0.6265MIN • r WARNINGS! GENERAL NOTES, unless otherwise noted: Cr.�+� /'�r7 Cry k�� h~) 1 Builder I d erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an Individual t,, Oii E1.�01ri ry Truss: KSJ1 andWa rtgsbefore construction commences budding component.Applicability ofdesign parameters and proper !. rlr. 2.2k4 co salon web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. V �j :N V� 3.'111"'e dddb temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al /7 Y 7 o.c.and at 10'0.0,respectively unless braced throughout their length by Is the re N•nciblllty of the erector.Additional permanent bracing of continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). PAUL U 1 1. - DATE: 11/2/2015 the ova structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ r{ 1... SEQ.: Ki5 0 4 8 61 4.No load' •uld be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastens are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D• LINK design da be applied to any component. and are for"dry condition"ofuse. 5.Compo has no control over and assumes no responsibility for the 8.Deecal6�ssumeahrNbearingateNsupportsshown.Shimorwedgeif EXPIRES: 1213112016 fabrics ,handling, ry 11 shipment and limitations of components. 7.Design assumes adequate drainage is provided. November 3,2015 B.This de b furnished subject to the limitations set forth by B.Plates shah be located on both faces of truss,and placed so their center TPI/WT In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate We of plate in inches. MiTek Inc./CompuTrss Software 7.6.6(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1900(Mitek) I , • This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-90) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. ION. - 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 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -169/ 578V -31/ 121H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -49/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 7.00 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1^ 411.1 MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), tic load duration factor=1.6, 0 I Truss designed for wind loads cs o in the plane of the truss only. I N tri 1 o 11:11111111111111111 o 01i...=-..._.'4111 4 1111111 M-3x9 • 1 •• • 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,3 �� �q P R 0r'�rs :9782PE 9v JOB NAME : 17-A PLAN - SJ1 .r 010' Scale: 0.6930 / WARNINGS: ISI GENERAL NOTES, unless otherwise noted. ,--57 ��^��" <I) 1.Builder and erection contractor sh did be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an Individual t N Q s Truss: SJ1 and warnings before construction w es building component Applicability of design parameters and proper 2 2.244 compression web bracing mustlhe installed where shown+. incorporation of component Is the responsibility of the building designer. .A (./tee] 3.Additional temporary bracing to Insure stability during consiruGlon 2.Design assumes the lop and bottom chords to be laterally braced at 7�r� 'lRy J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10•o.c.respectively unless braced throughout their length by l DATE: 11/2/2015 the overall structure is the responsibility f the bullet desi continuous sheathing such as ptywood aired in ere s ownand/+tlrywaA(BC). �T, /� { \ P N o sit goer. 3.24 Impact bridging or lateral bracing required where shown++ r1 L- SEQ.: Ki5 0 4 8 62 4.No road should be applied to any component until after as bracing and 4.Installation of truss is the responslbllty of the respective conttactot. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID' LINK design loads be applied b any component. and are tot dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for Na S nDecesn assumes lull bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, try shipment effort,components. 7.Plates be oneoth face isprovided. November 3,2015 8.This design k furnished subject to the Imitations est forty by 8.Plates shall be bcale0 on both rotes of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be lurnkhsd upon request. Ines coincide with joint center Ines. 9.Digits Indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.6(IL)-E 10.For beale connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&STR j LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-159) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA i DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1 . 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) • I LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) i • i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" • MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" f MAX BORIZ. LL DEFL = -0.001" @ 7'- 11.1" i3 MAX BORIZ. TL DEFL = -0.001" @ 7'- 11.1" I I, r Design conforms to main windforce-resisting �� system and componentsand cladding criteria. 12 7.00 Wind: 140 mph, h=21.6ft, 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. 0 , 0 0 I 0 M-3x4 1 2-00 -00 5-11-13 5�``L0 PRQ e.,, PROV CE FULL BEARING;Jts:2,9,3 r,� [� i N E€? 0�� a 89782PE t-- JOB NAME : 17-A PLAN -, SJ2 •;514;tf'S17r . Scale: 0.4758 I WM WARNINGS: GENERAL NOTES, unless otherwise noted: t/ �� 1.Buildera erection contractor should be advised of all General Notes 1.This design is based only upon the parameters dawn and la for an individual 17 OREGON OREGON !1 �. Truss: S J2 and Werni before construction commences, building component.Applicability of design parameters and proper I yZ �V 2.2x4 cone n web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. w .•1 a-s L' 3.Additional porary bracing to insure stabildy during construction 2.Design assumes the by and bottom chords to be laterally braced at 7/[`� 'l J-�' :3 is ilea rasp bili f the erector.Additional 1 bracing f 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ''''•, p ry o permding g o continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). -APOID U L �1` DATE: 11/2/2015 the oversH urs Is the responsibility of the building designer. 3.21,Impact bridging or lateral bracing required where shown++ SEQ. : El5 0 4 8 6 3 a.No bad s w be applied to any component until after an M bracing and 4.Installation of truss is e responsibility of the respectNe contractor. fasteners complete and at no time should any mads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID' LINK design ma be applied to any component. and are for"dry condition'.of use. 5.CompuTru has no control over end assumes no responsibility or the B.Decse n assumes NN bearing et all supports shown.Shim or wedge if EXPIRES 12/31/2016 fabrkatbg,n,landlirshipment and Installation of components. ry r 7.DePlates shall eeoted oneothl face to t,usWetl. November 3,2015 8.This desigle M furnished subject to the Imitations set forth by S.Plates shall be located on both feces of truss,and placed so their center TPINVTCAlla SCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USrInc./Com uTrus Software 7.6.6(1L)-E 1O Dconnector bedesign values see ESR-1317,ESR-1888(MITek) I 1111 I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 NSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirj, 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 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 3-08-04 0-03-12 1' f 1' 12 9.00 D M-1.5x3 - I 3 • rio ti 1 -/ Age/ A 5 6 M-3x4 M-1.5x3 • 1 l l 1-00 4-00 K<c 1O P R QFGINEE- �rss • • 9782PE JOB NAME : 17-A PLAN - Z1 40. .•� Scale: 0.6405 ,Yrr" NMI WARNINGS: GENERAL NOTES, unless otherwise noted: Truss Z1 I.Builder and erection contractor should be advised of al General Notes I.Th6design Abased only upon the parameters shown and 6branindividual 174/ OREGON /)^{" and Warnings before construction commences, building component.Applicability of design parameters and proper ' `- ryV ��vZ"` 2.2x4 compression web bracing must be installed whore shown e. Incorporation of component is the responsibility of the building designer. •.ey� Ar�`. yG V 3.Additional temporary bracing to Mew stability during construction 2.Design assumes the top and bottom chorea to be'eternity braced al 7,r 'l/"y'�/ \:7 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ICE o.c.respectively unless braced throughout their length by DATE; 11/2/2015 Me overall structure is the res onsibil of building designer. continuoussImpactsheathing or lateral l b plywood sir where)ownand/(- SEQ.: -drywell(BC>. PA ` p ly o Ndaig goer. 3.2x Impact bridging or lateral bractng required where Mown«« L S E Q.: Ki5 0 4 8 6 4 4.No bed should be applied to any component unnl Her al bracing and 4.Installation of Inca in the responsibility of the respective contractor. fasteners are complete end el no time should any bads greeter than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS ID• LINK design beds be applied to any component. and are for"dry condition"of use. 5.CompuTrushas nocontrol over and assumesnoresponsibility for the 8.Desi��swmeafullbearingalepsupportsshown.Shimorwedgeif EXPIRES: 12/31/2016 fabrication,handling, ry edlsujncao the installation eel brth components. 7.Peres shallassumes adequateoothlfcelspruss,an November 3,2015 6.This design Is furnished subject to the Imitations brtli by 8.Plates shall be located on both feces of truss,and placed so their center TPINVTCA In SCSI,copies of which MIN be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CompuTros Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-f988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 • BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 36 WEBS: 2x4 KDDF STAND i 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 BEG REQUIRED BRG AREA 1 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 325V -15/ 48H 5.50" 0.52 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) i ** For hanger specs. - See approved plans j LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LC OND. 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" 3-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" ])2 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" { I I 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, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads II in the plane of the truss only. • II • N • I O I i ti l I M i 2 5 0 4-3x4 M-1.5x3 •1 y l- l b 3-08-04 0-03-12 b l b 1-00 4-00 1- p • �`�`� R� � • ��Ca1N�fi� r�1-9 :9782PE v JOB NAME : 17-A PLAN 71 Z2 • i Scale: 0.6209 r -....� 14, WARNINGGENERAL NOTES, unlecc otherwise rgletl: • S. Sem 1.Builderendsrsclion contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end is Toren Individual 1' OREGON N. Truss: Z2 and Werni before construction commences. building component.Applicability of design parameters and proper `- (3� 2.244 comp web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ''Q V�.I V 3.Additional porary bracing to insure stability during construction 2.Design assumes the top and bottom 1 c°,b in be laterally braced at `� R Y Is the resp gblllty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. as plywoodly unless braced throughout their length by i DATE: 11/2/2015 the overall dura Ie the res onsibiflof the buildingdesigner. continuous4sbggior suchrlbc g required where own•tlrywall(SC). �. /�UL \ p h goer. 3.24 Impact bridging or lateral bracing shown.• 4'l SEQ.: K1504865 4.Na load be applied to any component until after ail bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners complete and at no time should any loads greeter man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design Toe be applied to any component. and are for dry condition"of use. 5.CompuTru has no control over and assumes no responsibility for the 6.cog assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/2016 fabrication, dll shipment end installation of coin assumes tG nehe p components.yls. 7.Design al be truss, November 3,2015 8.This tlealg�M furnished subject to the imitations set forth by 8.Plates shall be located on both faces of Truss,antl placed so their center TPIIWICA'a SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. USA, 9.Digits indicate sue of Mete in Inches. MiTek USA,Ina./CorepuTrns Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988 tMiTek) F -_ _ - 42 __.-_ - Symbols u r System en Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. DamageInjury /a I I (Drawings not to scale) or Personal In ry r�� Dimensions are in ft-in-sixteenths. 114 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 �� 2. Tr s bracing must be designed by an engineer.For -1/16nip," 4 vvi a truss spacing,individual lateral braces themselves m y require bracing,or alternative Tor I !.).- p br cing should be considered. F p 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O1ILliiiN4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c'.8 O- designer,erection supervisor,property owner and plates 0 ''u' 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 joi fit and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO to ations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. D sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT th environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Un ess otherwise noted,moisture content of lumber sh II not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. U ess expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: us with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.C mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 re ponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 amber for dead load deflection. the length parallel to slots. 11.PI to type,size,orientation and location dimensions ii' icated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in ll respects,equal to or better than that �• Indicated bysymbol shown and/or SYP represents values as published sp cified. i� y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.To chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 sp cing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING %,••••• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIillin UseMI of green or treated lumber may pose unacceptable ® 18 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. acrd pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. r 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.01/29/2013