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Plans mit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-402 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: R45803910 thru R45803938 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. • <<-\‘‘ b PROFFS / �NG�N F9 si0csY 444 y� 87022PE N y Aj, OREGON qP O<v� �O FMBER 1'\ GS A. HET' EXPIRES:06/30/ P 7 November 3,2015 Hemandez,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 R45803910 PL14-402_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.Mon Nov 02 14:46:55 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-RzcL8pcgz6ubxJXXaQJ10aGEfxJlecuGOkgFU4yN9oU 3x6 (1 1-34 3x� II 1-6-0 3x6 I1 1 6 2 7 3 Scale=1:13.1 0 5 4 6x6= 6x6 = 3-3-4 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 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/TPI2007 (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(Ib)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(plf) Vert:4-5=-5,1-3=-50 Concentrated Loads(Ib) ��`VD PR OPe„ Vert:6=-1007(F)7=-1007(F) tkG1N4- o w 87022PE OREGO a y �Aj ry�Qiti O jBER \ OS A. HE¢�P EXPIRES:06/30/2017 November 3,2015 1 1 A 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 MiTek* building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI BuBding 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 R45803911 PLI4-402_UPPER F02 FLOOR GIRDER 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:56 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-v9AjM8cSkP0SZT6k87rGZnpJuKUcN_BQEOPo0WyN9oT 1 1-2-0 i 1-9-0 Scale=1:26.3 2x4 I I 5x10= 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1.5x4 I I 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 .:__7/ . I 0 0 N +� \ 13 12 11 4x8 MT2OHS= 6x10= 3x8 = 6x10 = 4x8 MT2OHS= 14-10-8 14-10-8 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!nor NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=-10085/0,8-25=-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 :<<- -0 PR QFLCscS' at 1-7-12,114 lb down at 2-104,1033 lb down at 3-2-15,637 lb down at 3-114,114 lb down at 44-15,1007 lb down at 4-10-2,114 �Gj ��G INE-,,R /� lb down at 5-11-2,1007 lb down at 6-5-5,114 lb down at 7-0-13,637 lb down at 7-6-4,1027 lb down at 8-0-8,114 lb down at 9-1-8, �? 1027 lb down at 9-7-11,114 lb down at 10-8-11,1027 Ib down at 11-2-14,114 lb down at 12-3-14,1027 lb down at 12-10-1,and 114 CC 870 2 PE II 870 lb 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 ^N 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Vert:Loads 10P14=-5, 1-9=-50 ��Ais REG N q, Off(// Concentrated Loads(Ib) 0 BER 11 QQ' 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(B)16=-637(F) S A. H E�� 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 November 3,2015 4 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 appricablity 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 \iTek 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 Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803912 PL14-402_UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:57 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-NLk5ZUd4VjBJAdhwirMV5?LeSk?W6YwZT29LYyyN9oS 1-6-4 1.5x3 1 3x4= 2 Scale=1:13.2 0 0 O 0 N cv 4 3 1.5x3 H 3x4= I 1-9-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud 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 Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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. <Os c��c.. \AGNE`4s/C)2 11./ 870 2 P E �r N C:57 �Aj, OREG N ry�o�� 9�, AMBER 1� 1141, �`S A. HE0 EXPIRES:06/30/2017 November 3,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE lint Design valid for use only with Mttek®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 gn 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 MilekR 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/TPIt Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informaflon 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 R45803913 PL14-402_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:58 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-rYHTngeiGl GAonG6FYtkeCunH8D?rtHjiiuv5PyN9oR 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 H 3x6 FP= 1.5x3 I I 4x5= 3x4 H 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 •• o m 0 c N rV • ami O O O 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 22-2-0 Plate Offsets(X,Y)— 11:Edge,0-1-8],121:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 lncrease=1.00,Plate Increase=1.00 E0 PRQFF Uniform Loads(pIf) Vert 14-21=-8,1-13=-80 .c" NGIN�E `r'/__ Concentrated Loads(Ib) ' 1 Vert:22=-5(B)23=5(B) ' 87022PE yr 'N y �Aj, OREGON rye „, 'A�'�s41$ER 1\���0 A ER . H EXPIRES:06/30/2017 November 3,2015 1 I le A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE r Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chordmembers only.Additional temporary and permanent bracing Miiek" 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 Safety Intormaton available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803914 PL14-402_UPPER FO6 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:59 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Jkrr_AfK1 KOOQxrJpGOzBQR?HYg_aSvswMeSdryN9oQ ate 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 I 12 • c o c o _ d c c - o m e c c a o 42 d 0 N N X "V/ • V''/V' X\•, .... V X X X J X J( X X�. '' 5 X -/". % X X Y•X'4 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= • 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 16-0-0 17-4-0 18-8-0 20-0-0 21-4-0 22-8-0 23-5-12j 1-4-0 14 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 Incr 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 REACTIONS. All bearings 23-5-12. 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. (lb)-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. -(- PROre S,s �c�� ��GINEE/9 /�2 87022PE . 9r' N 04 ,-0 OREGSN 15) 4/ C' MBER 1 �S R0- A, HE EXPIRES:06/30/2017 November 3,2015 t 1 A WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mack®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 rL�r 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/TP11 Quality Cdtedo,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 R45803915 PL14-402_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Mon Nov 02 14:46:59 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Jkrr AfK1K000xrJpGOzBQR?FYg?aSvswMeSdryN9oQ 1 2 3 4 Scale=1:13.0 111 II II II ■ ■ IIIA ■ ', 10 4 0 r III I III . P Ik. "!i!i&W ALAL.IL i3!r3!�!i!i �►�i!.A Vii! 8 7 6 5 1-4-0 I 2-8-0 , 3-8-8 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 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 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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¢.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. ���ED PROFFS ��5 �NGINEF9 `S/O `z 8 1 2PE X44.1 91! Cf) cki p X41), OREGO ry ASH "POn AMBER 11 S A. HE RP EXPIRES:06/30/2017 November 3,2015 t K f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ANI-7073 rev.10103/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verity the apprcablity 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/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803916 PL14-402_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:00 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-nwPDBWgzoeWtl5QVNzvCjdz9By0AJv7?9ON09HyN9oP 0.118 Scale=1:39.8 3x6 FP=- 2 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 •_ • d c c a c = 2 _ _ m e c c a 42 Ei E. 00 N N 3L • = C 0 ,, CWI- 41 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 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 i 13-4-0 I 14-8-0 1 16-0-0 1 17-4-0 I 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 1 24-3-0 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 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud 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!nor YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 BRACED AGAINST LATERAL MOVEMENT(I-E. DIAGONAL WEB). REACTIONS. All bearings 24-3-0. (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. ����p PR()Fess 41./ -57�. - NEER /"'L `r- 87022PE 9<- y �Aj, OREGO ti5,��N 'P er cc/ .\\� `s A, HES\P EXPIRES:06/30/2017 November 3,2015 1 • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • EK Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate thu 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/TPI1 Quality Criteria,DSB-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 R45803917 PL14-402_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber E.Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:01 2015 Page 1 I D:L2O9JJu6omRCBuYOh HV69uyFH bu-F7zcPsgbZyekfE_hxgORGrW Li LMT2MQ90f7ZikyN9o0 0x8 Scale=1:28.3 1 2 3 4 5""""��r� 6 7 8 9 10 11 12 13 14 • 6 _ A v, b O O O V • 30 0 0 0 N O N O 29 . o - - of o 0 0, o e A • 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1-4-0 1 2-8-0 i 4-0.0 i 5-4-0 I 6-8-0 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 i 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 (loc) 1/deft Ud 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/TP12007 (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 BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 17-3-0. (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. ��5 t�1�G'I N E9 , , 2 8 • 2P , r 2 O /r" Iv •0 0 9 ) OREGO ti <v �O ',11 On .O �S A. HE!i‘ EXPIRES:06/30/2017 November 3,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE Mil 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 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/TPll Quality Criteria,DS11-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 1 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803918 1 PL14-402_UPPER F11 GABLE 1 1 I Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s J5111 2014 MiTek Industries,Inc.Mon Nov 02 14:47:01 2015 Page 1 I D:t2O9JJu6omRCBuYOhHV69uyFHbu-F7zcPsgbZyekfE_hxgQRGrWLnLMU2MP9OF7ZikyN9oO Scale=1:18.4 1 2 3 4 5 6 7 8 9 2 = 0 o- G O N N r, 19 — — _ — — — nnn���� nnzuSnu 18 17 16 15 14 13 12 11 10 I 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 9-9-12 14-0 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 Ud 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 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 REACTIONS. All bearings 9-9-12. 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. 6)CAUTION,Do not erect truss backwards. 0 PR opt. 2 Q., 870 2PE 9t-- • yto ,CV �Aj, OREG N cP0 9C, 'MBER \° �� �SA A. HERC4 EXPIRES:06/30/2017 November 3,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with Wok®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 J� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile^: 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 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 R45803919 PL14-402_UPPER F12 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:02 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu JJX_cChDJFmbHOZuUOxgo23UOleynilldJs6EAyN9oN 0-1-8 H I 1-6-0 I I 2-6-0 I Scale=1:30.0 4x4=- 1.5x3 1.5x3 = 1.5x3 = 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 Y N _ y N.17-N11111.1 y N 17 -N.17 15 1� II oo N 12 11 10 9' 1.5x3 II 4x5 = 3x5= 3x5= 3x4= I 17-3-0 I 17-3-0 Plate Offsets(X,Y)— r1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 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 lncr YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. c(.:- PRoFFOn ,,NC ti.G)NEF9 /0 k 2 ' 870 2PE r )r co N, 7 „ ti�j, OREGON OWN � S A. HE 0 EXPIRES:06/30/2017 November 3,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MII.7473 rev..10/03/2015 BEFORE USE • Mil” Design valid for use only with M7eksN 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 MITA* 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/TPD Quality Criteria,DSB-B9 and BCSI Building Component Suit109 Safely Information Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. CitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803920 PL14-402_UPPER F13 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Mon Nov 02 14:47:03 2015 Page 1 I D:L2O9JJu6omRCBuYOhHV69uyFHbu-CV5MgYir4ZvSuY8425TvLGbdz9woW5jSrzcgmcyN9oM P-10-8 1 2-6-0 0-18 Scale s 1:41.2 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 al _ c 8B 21 c' I/ NVII maiN.I.7 ` _ ;� �— - 1.-4 20 Ea 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5 = 4x6= 3x4 = I 24-3-0 I 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Ltd 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=-1712/0,4-5=-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. <��c) PRQFFss c;‘, oyGINEF- i� .o.9 870 2PE N cv --oj,OREGO ry Q<f on OBER 1 S A. H07% EXPIRES:06/30/2017 November 3,2015 t / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE M/1.7473 rev.10/03/2015 BEFORE USE Mill. 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/TPIt Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 223t4. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Sty Ply POLYGON R45803921 PL14-402_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:04 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-ghfklujTrt1JWi(Gcp_8uT8ocZFRFY6b4dLD13yN9oL 0-1-8 H 1 1-1-12 I 2-6-0 Scale=1:41.7 4x6= 354 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 c :'_ o - m - 2 .. ` N / N \! O 2 - NS, _ re El M. It-5, 19 18 17 16 15 14 13 3x4= 4xB= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-4 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) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Incr 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. '<<RO PROFeSs z4ia tG(NEc9 %iu 870 2PE yN ,c c<‘ 'y '-• OREG N cp_4H '5''On AMBER 1\ V. s A. HecA EXPIRES:06/30/2017 November 3,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1" Design valid for use only with MitekrE 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 �J1 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/7911 Quality Criteria,DSB-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 R45803922 PL14-402_UPPER F15 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:04 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-ghfkl ujTrt1 JWijGcp_8uT8g6ZMGFjOb4dLD13yN9oL 1.5x11 0-10-8 I 2-6-0 1. 1 x3 Ili 1 2 3x4= 3 Scale=1:13.0 II Eel, ili 1.5x3 = 4 0 Ipi5: I MSN NM -/ 5 =, 3x4= 3x4= ` Orti 3-9-0 I 0-1- 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/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 1BC2012/TP12007 (Matrix) Weight:23 lb FT=0%F,0%uE 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. (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. 3)CAUTION,Do not erect truss backwards. ��Q,ED PROFFS c5 . GINE - 0%— 87022PE yr / toa yc\"0j, OREGON rye </ 90 FM$ER \\ \Q OS, A. HEAP EXPIRES:06/30/2017 November 3,2015 A A A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03!2015 BEFORE USE. M Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity 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 rIlek* 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 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 R45803923 PL14-402_UPPER F16 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-8uC6FDj5cA9A8slSAW VNQhhzYzb?_?61JH5mrVyN9oK I 2-6-0 1 Scale=1:41.8 4x6= 1.5x3 H 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 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 /` J kl6-bl!AllHIEAIIIAIIIIMtAlk), C N 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 23-11-4 Plate Offsets(X,Y)— f19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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. R ���EO POFF6:5i— ‹ .--' d' ��� �NG(Nt /�2 `z- 870 2PE -9 r cv p Nc'c‘-0j, OR EGO ti O4N �0 �MSER11 OS A. HER\''P EXPIRES:06/30/2017 November 3,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE NI,. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overallbuilding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek*ek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,058.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803924 PL14-402_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-8uC6FDj5cA9A8sISAW VNQhhw5ze9_671JH5mrVyN9oK 0-1-8 FR-2121 2-5-8 I 2-6-0 1 Scale=1:27.9 3x4 II 1.5x3 II 1.5x3 = 1.5x3 = 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 7.. o _ n _1111-Nit ririNN- 7 No.- . 15 o N 4 N 14 v c 13 11 10 i 1.5x3 II 3x5= 3x5= 354= 3x6= 0-7-4 Q-5-121 1 16-0-12 5-12 15-5-8 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 WE 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 EO P R OF Uniform Loads(plf) Q� Vert:9-13=-8,1-8=80 5�� NGINEF `s�io Concentrated Loads(lb) c:3. ' 2 Vert:1=400(F) `r 870 2PE 9r N cv �� � OREGON r1 .y .-A 441 BER �` S A. HES' EXPIRES:06/30/2017 November 3,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notmi 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 trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSl Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 223t4. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803925 PL14-402_UPPER F16 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:06 2015 Page 1 I D:L2O9JJ u6omRCBuYOhHV69uyFHbu-c4mVSZkjN U H 110tfjE0czu DA5M 1 IjZXuXxgKNxyN9oJ 1-7'01 I 2-3-0 01118 Scale=1:19.4 1.5x3 II 1.5x3 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 12 0 0 0 0 N of o 0 11 10 9 $ 7� ✓��� 3x5= 3x5= 1.5x3 H 3x4 = • 11-2-8 11-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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 Ina' YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=-39110,3-4=-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. <�\Ep PR OFFss 44../ NGINEFR <c) `r 870 2PE �9r" CV OREGON q5)O</ 9�, AMBER \'` OS A. He'‘ EXPIRES:06/30/2017 November 3,2015 • 9 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for on 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 MMaek` 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 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 R45803926 PL14-402_UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:07 2015 Page 1 ID:L2O9JJu6omRCBuYOhFIV69uyFHbu-4GKtgvIM8oPuN9SrHxXrV6mKemIZSwJ1 mbatvNyN9ol 0-1-8 H I 1-7-8 I I 2-6-0 i 018 Scale=1:38.2 4x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 c = - , NIN- 7 .4\N-7-'IN N.- -7.- 'IN-a 22 0 N N ME a 1 1 o- m c o o 21 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5 = 3x8 = 3x4=- I I 22-7-8 I 22-7-8 Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 Incr YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. "<<'v,cO PROpe. 4.4 Q8 12PE �91- yN / �Aj, OREGO ry� <v� -¢O ��BER '\ —f)OSA. HE , EXPIRES:06/30/2017 November 3-2015 i e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE MIS 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 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/TPP Quality Criteria,DSB-B9 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 R45803927 PL14-402_UPPER F22 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Mon Nov 02 14:47:08 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-YTuFtFm_v5Xl?J11 rf242JJWQAgDBQGB?FJRRgyN9oH p-9-41 2-6-0 1 01r8 Scale=1:41.8 3x5=- 1.5x3 1.5x3 I I 3x6 = 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 II 3x4= 3x6 FP= 3x4= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 ee n e a\ °.. 21 o \ o -V N \ G� N t--.1 C 4, C O V Ntk 7 1 4 20 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10=- 1 I 24-60 1 24-6-4 Plate Offsets(X,Y)- f1:Edge,0-1-81,[12:0-2-0,Edge1,120:0-1-8,0-1-81,121:0-1-8,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid 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(lb)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 D P R7� Uniform Loads(plf) ,r\(<,-. . OF�S1s Vert:13-19=-5,1-12=-50 Gj ti�G(NE-� �o Concentrated Loads(Ib) 2 w../ 9 Vert:12=-1129(8) 870 2PE / { / N " > tv -y �-j,OREGON 153 AU ', M$ER 11 C\ OSA. HE , EXPIRES:06/30/2017 November 3,2015 t 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 �Y a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPII Quality Crtieda,DSB-89 and BCSI Building Component 7777109 Safety Information avaiable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803928 PL14-402_UPPER F23 Floor Supported Gable 1 1 Job Reference(optional) Paafic Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:08 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-YTuFtFm_v5Xl?J11rf242JJY0AI4BX8B?FJRRgyN9oH Scale=1:17.5 1 2 3 4 5 6 7 8 9 O O O O j] O O J 1.o 0 q d N N O O O O I O O 18 17 16 15 14 13 12 11 10 I 10-7-8 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 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 BOLL 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. (lb)-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. ���FQ PROFFS c�c,<<-\'‘ �IJGINEF,4 s/0 Q 870 2PE 44 9r 7 N rN 4)), OREG N ti�Otv/ 9O AMBER 1r' On A. HE¢�P EXPIRES:06/30/2017 November 3,2015 t __ I MIMICAWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIREFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE � - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PII Quality Criteria,DSB-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 R45803929 PL14-402_UPPER F25 Floor 6 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:09 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-OfSd4bncgPfccTcEPMZJbXrgDa_BwrKKEv3_GyN9oG I 15-0 II 2-6-0 Scale=1:38.7 1.5x3 II 4x4= 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 4 4 N , 7 .1\\N. 7 N. 7 NNI, 7 444444N- m B O C IV 18 17 16 15 14 13 12 12 1.5x3 II 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= I 22-2-0 22-2-0 Plate Offsets(X,Y)— (1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/defl Ud 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 IBC2012ITP12007 (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. '\<<- PRQpFOn � ANG NEER /o a 87022PE vt- / yN /�N Aj OREGON ? , ./ 90 F�8ER 1\ OS A. HER‘.4‘)- • EXPIRES:06/30/2017 November 3,2015 t I A 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 appliicab kty 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T9I1 Qualify Criteria,DSB-89.and SCSI Building Component Suite 109 Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803930 PL14-402_UPPER F26 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:09 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-OfSd4bncgPfccTcEPMZJbXrhma4Uw_4KEv3GyN9oG 1.553 H 2-1-4 2-6-0 rn5x3 II 1 2 3x4= 3 Scale=1:12.9 J _ L 5 ♦ 4 3x4= 3x4= 1 4-10-4 1- 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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. (lb/size) 4=208/0-2-0,5=208/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. ��5 5c PROFFss c�5 ..,.. F,9 /O 2 `c. 870 2PE /9r' to N -y �Aj, OREGON q,� <U/ 'AOr)��B E Ft ' , S A. NE¢�P EXPIRES:06/30/2017 November 3,2015 A I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMICREFERANCE 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/9811 Qualify Criteria,DSB-89 and BCSI Building Component S ReGree nback Lane Safety Inlormalton 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 R45803931 PL14-402_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47;10 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Uro?IxnERjnTEdAQy35Y7kOq 1_IkfGgUSZoXWiyN9oF 1 1-3-4 1 2-6-0 Scale=1:42.8 1.5x3 I I 4x6= 1.5x3 I I 3x4= 1.5x3 H 3x4= 1.5x3 I I 3x4=3x6 FP=1.5x3 H 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 i, e m _ e o / 7 VN 4 N ..7NINN / ! N 9 n 2 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) 1/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.18Btr(tlat) 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=0/680,4-18=-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. REp PRQ � GIN ��, ,,, � � o`Z. 2P870f jj/ y c-$, OREGO (1;z) 4/ "PC '4lBER "\\ �O OS .4. HER\--\P EXPIRES:06/30/2017 November 3,2015 A I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Mt" 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 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 SCSI Building Component Suite 109 Greenback Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. teCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803932 PL14-402_UPPER F40 FLOOR SUPPORTED GABL 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:11 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-z2aOVHosCOvKsnlcWncngyx3aNmrOuOdhDY529yN9oE I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 4 a r 4 • 44♦ • 1.5x3 H 3x4= 1-3-8 0 -3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL- in (loc) 1/deft Ud 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 Incr 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%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(lb)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. '`��o PROres c:5 ��GINEE9 /0 2 `r 87022PE 9r. N y ��j OREGO ti,o�� �Or)�41$ER \1 S A. Hec' EXPIRES:06/30/2017 November 3,2015 A 0 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE Mill. Design valid for use only with MTek®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 apptcability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'@k'. 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/711 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Informolion 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 R45803933 PL14-402_UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:11 2015 Page 1 I D:L2O9JJ u6omRCBuYOhH V69uyFHbu-z2aOV HosCOvKsn IcWncngyx3fN msOuOdh DY529yN9oE I 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 0 N 01' •i��►wwww���'►�v8 • 1.5x3 II 3x4= p 1-2-4 04 0 3 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 *000 480 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: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 1-2-4 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. <<Ck PROF�ss c:5 • .,. F9 �� 29 e 870 2PE "g �-$, OREGO ti• N ,4 yj �O cc B E R 11 OV A. HE0 EXPIRES:06/30/2017 November 3,2015 9 9 mil A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED INTER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE " Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building 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 fL 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/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803934 P1.14-402_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.Mon Nov 02 14:47:12 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-REBmjdpUzK1ATxKp4U70C9TDpn617LemwtHeabyN9oD 1-6-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 • o • o N ir 4 ii� b�i�i4.• 1.5x3 H 3x4= 1-9-4 0-j-4 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/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=45/1-9-8,3=45/1-9-8,3=4511-9-8 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. <(-p'EO P R OFFS'' � 02 870 2PE ,A).,OREGO rL WN MBER11 OS A. HeR' EXPIRES:06/30/2017 November 3,2015 A 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 Mirek®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 (L]� 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/18I1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Salety 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 R45803935 PL14-402_UPPER F43 FLOOR SUPPORTED GAEL 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:12 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-RESmjdpUzKIATxKp4U70C9TDbn667LemwtHeabyN9oD 1.5x3 II 1 4x4= 2 Scale v 1:13.3 0 0 4 3 1.5x3 II 4x4 = 0-11-0 0-d-2 0-11-0 Plate Offsets(X,Y)- f1:Edge,0-1-81,13:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud 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. •\(<- PR�FFss �� �CNG(NEF9 /o1" 87022PE vt- � � a 7 Aj, OREGON (f) ,41/ \'‘BER 1 O OS A. EXPIRES:06/30/2017 November 3,2015 A 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 MifektB 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 verity the applicability of design parameters and properly incorporate this design gn 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 IV hTek* 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 Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803936 PL14-402_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Parc Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:12 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-RE8mjdpUzKIATxKp4U70C9TDUn657LemwtHeabyN9oD 0-10-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 • ♦♦ 4• ♦ 1.5x3 11 3x4= 1-1-0 041-2 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud 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/TPI2007 (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. (lb)-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. `��E© PRQF4- �C\� �NGINE�9 /�2 ' 87022PE r is OREGO $1, 9� SER 1 �Q OS A. HER's"P EXPIRES:06/30/2017 November 3,2015 i e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPI1 Quality Criteria,DSB-89 and BCSI Balding 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 R45803937 PL14-402_UPPER F45 FLOOR SUPPORTED GABL 4 1 Job Reference(optional? Pacific Lumber&Truss Co., Beaverton,Oregon 7.53.0 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:13 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-vQh8wyg6ke9154v?eCeFINOOtBSlsotw8X1C71yN9oC 1-3-0 1.5x3 H 1 3x4 = 2 Scale=1:13.2 a. 4 0 N 111 4 1 W. 1.5x3 I I 3x4= 1-6-0 0411-4 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud 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/TP12007 (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. �S��tG�G 022 N R (3.:7"`r 87P i 9T 7 -tj,OR GON ti�O11/ C' OBER 1 ' 4.. HER�P EXPIRES:06/30/2017 November 3,2015 t • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE MI Design valid for use only with MiTekiS 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803938 PL14-402_UPPER F47 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:13 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-vQh8wyg6ke9154v?eCeFINOOTBSMsotw8X1C71yN9oC 7x10 1 2 Scale=1:13.3 - o 0 4 3 7x10 II 0-7-4 04-4 0-7-4 Plate Offsets(X,Y)— (1:Edge,0-1-81,)4:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud 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 BOLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 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=14/0-7-8,3=14/0-7-8 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. P R ppFSS ANG)NE -„• 87022PCkl � 9r ck'\ ti Aj,OR GON (15)„11/„t . 4,/iER 1 V.7 OS A. H EXPIRES:06/30/2017 November 3,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1e Design valid for use only with MTekiS 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/T911 Quality 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury IhmilM Dimensions are in ft-in-sixteenths. 1111bkh Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability biro bracing for truss system,uired. e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q_1/16. fiE2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O .. p bracing should be considered. 11111.4ip ,:u.1111\1110111110, il 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. p_ r— O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C78 cs-� cs-6 plates 0- ne' from outside BOTTOM CHORDS designer, llloh errinterested pn artiessor,property owner and edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/IPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 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 must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but16.Do not cut or alter truss member or plate without prior approval 2012 Mitek®All Rights Reserved of an engineer. ■I♦■ reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Ma ►_� a 18.Use of green or treated lumber may y pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, a 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, iii w le ANSI/IPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.10/03/2015 ler Milek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1 7-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. ct��� INE�c� 89782PE pf : 2t i 2016 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" IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF p1SBTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-24.6ft, 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 PSp load duration factor-1.6, 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. M-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 T '1 i' 12 IIM-4x4 12 14.00 7 3 \14.00 ill • ' o cn 0 /11111111 oi1111 NO iiiiiiiiiiiiiiiiiiiniiiiiiiiioiiiiviiioiiiiiiiiiiiiiiiiiiirill -/ i "5 M-3x4 ��?EO PRQF--0 1, 1 1, i \5 SNAG i NE.&9 /0 1-00 16-05-08 1-00 „C? j. `� •9782PE <" JOB NAME : 17—A PLAN — Al • ..i/ Scale: 0.2531 ,r WARNINGS: GENERAL NOTES, unless otherwise noted: ` / '� Truss: A 1 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indMdual /d,�. ll •.s EG O N s�"'' and Warnings beton,construction commences building component Applicability of design parameters end proper ! /Il (1 V 'Cr" 2.254 compression web bradng moat be Insisted where shown ti. Incorporetlon of component is the responsibility of the building designer. 'IA, —A1 Ry V 3 Additional temporary bradng to Insure stability doing construction 2.Design assumes Me top end bottom chords to be laterally braced al 7 'l is the responsibility of the erector.Additional permanent bradng of 2'no.and at 10 o c respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure is me rerom f me handl designer. continuous sheathing i such i b plywooe sheathing(TC)a�kror arywelOBE) p A U t \ apoya b o ng g 3.Is Impact bridging or lateral bracing required whore shown•t• �'1 k.. SEQ.: K 15 0 4 7 9 7 4.Na load should be applied b any fineoomponenl until after all bracing and 4,Installation of truss is the responsibility W the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and are for'dry condition.of use. 5.CompuTrus has no control over end assumes no responsibility for the G.Design assumes tali bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7. 98ry 5,Designraisehallassbescaed on drainage faces nuns d.an November 3,2015 e.TMs design is furnished subject to the limitations set forth by e.Plates shell be located on both laces of Muss,end places so Meir center TPI/TCA in BCSI,copies of which will be furnished upon request. Ones colndde with Joint center lines. 9.Digits Indicate sloe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.6(10-E 10.For basic connector plate design values sea ES12-1311,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: 2x4 KDDF 1k16BTR LOAD DURATION INCREASE = 1,15 1-2=1 0) 86 2-7=1-168) 496 3-7=1-311) 304 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-694) 217 7-8=1-115) 266 7-4=1-286) 492 WEBS: 2x9 KDDF STAND 3-4=(-529) 296 7-5=(-179) 255 LOADING 4-5=1-514) 300 5-8=(-660) 227 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL1 7.0) ON TOP CHORD = 32.0 PSF 5-6=1 -92) 103 8-6=1 -99) 81 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 820V -302/ 34911 5.50" 1.31 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16'- 5.5" -107/ 684V 0/ OH 5.50" 1.09 ROOF ( 625) LIVE LOAD AT LOCATIONIS) 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. 9-02-08 7-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' '1 ' MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 9-08-10 9-05-14 9-05-19 2-09-02 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" T ,( f f f MAX LL DEFL= 0.014" @ 9'- 2.5" Allowed = 0.777" MAX TL CREEP DEFL= -0.022" @ 9'- 2.5" Allowed = 1.036" 12 12 M-9x61 MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.0" 14.00 14.00 MAX HORIZ. TL DEFL = 0.008" @ 16'- 2.0" 4 4.0" AL 'q Design conforms to main windforce-resisting system and components and cladding criteria. ' er. Wind: 140 mph, h=26ft, 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. M-1.5x3 M-3x4 3 \\ AM1.5x3 ti 0 I rn 0 0 .i N Lo r� mg. m oI M-3x4 M-3x8 M-3x9 b 9-02-08 b 7-03 y ,‹Ce os 1-00 16-05-08 ���� ti�GtNE /� 2 `x 89782Pv- JOB NAME : 17-A PLAN - A2 • Scale: 0.2372 ryr 00,;( ctz2,0DPRO.....P.::', • WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: A2 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 IndMdual '1 OREGON tz'�. and Warnings before construction commences. building component.AppllcablNty of design parameters and proper 2.2x4 compression web bracing must be Installed where shown i. incoporetion d component h the responsibility al the building designer. ,.�j A �� 3 Additional temporary bracing to insure Nobility during construction 2 Design assumes the lop and bottom chords to be laterally braced at 7, ,"AlRy y '�5 <j-\. Is the responsibility of the erecta Additional permanent bracing of 2'o.end at 10'o c.respectively unless braced throughout Mab length by V DATE: 11/2/2015 the overall structure b the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) n n u L �. 9 3.2x Impact bridging or lateral bracing required where shown-,c r{ SEQ.: Ki5 O 4 7 9 8 4.No bad should be applied to any component until filer all bracing and 4.Installation of truss la the responsibility of the respective conlredor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-oonoeive environment, • TRANS I D: LINK design bads be applied to any component. and are for'illy condition.of use. 5.CmnpuTrua has no control over end assumes no responshbtiity for Me 6.Design assumes full bearing at all supporta shown.Shim or sedge 0 EXPIRES. 12!3112016 necessary. labdcolian,handling,shipment and installation of components. 6.This designfurnished subject to the limitations set fort T.Design assumes be located ailed en othtfage Is prose,d. November 3,201 5 Ahe by 9.piec snail eeith J on both fates of Was,and placed so their center TPIM?CA In SCSI,copies of which will be lumlahed upon request lines coincide with Joint canter Ohree. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E lO.For basic connector plate design values see ESR-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: 2x4 KDDF #1&HTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-) 0) 86 2- 8=1-910) 3618 8- 3-) -2) 152 11- 7=) -768) 3542 BC: 2x8 KDDF #1&BTR 2- 3=1-6114) 1354 8- 9-1-910) 3618 3- 9=1 -140) 340 7-12-1-5872) 1330 WEBS: 2x4 KDDF STAND; LOADING 3- 4=1-5894) 1404 9-10=1-900) 3708 9- 4-1 -758) 3332 2x6 KDDF #2 A; LL = 25 PSF Ground Snow (Pg) 4- 5=1-4212) 1128 10-11-1-662) 2966 4-10=1-2466) 696 2x8 DF SS B TC UNIF LL( 50.01+11( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6-1-4226) 1122 11-12=1 -74) 264 10- 5-1-1630) 6074 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0•- 0.0" TO 7'- 0.0" V 6- 7=1-4654) 1092 10- 6=( -580) 276 TC LATERAL SUPPORT <- 12"00. UON. BC UNIF LL( 470.8)+DL( .340.2)- 811.0 PLF 7'- 0.0" TO 16'- 5.5" V 6-11=1 -182) 636 BC LATERAL SUPPORT <= 12"OC. UON. ADM: 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/ 3410 5.50" 8.39 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -1623/ 7213V 0/ OH 5.50" 11.54 KDDF ( 625) ( 2 ) complete trusses required.r'K BOTTOM CRONE CHECKED FOR lOPSF LIVE LOAD. TOP Join together 2 ply with 3"x.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 "oc spacing. 6" oc in 2 rows) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, 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 1' .' 1 MAX HORIZ. LL DEFL = -0.007" @ 16'- 2.8" 3-04 2-09-12 3-00-12 3-05-11 3-09-05 MAX HORIZ. TL DEFL = 0.013" @ 16'- 2.8" T f 1' T 12 12 M-5X6 Design conforms to main windforce-resisting 14.007a 14.00 system and components ponents and cladding criteria. 5 5 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _� Y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), it 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 M-3x9 + LATERALLY BRACE TO ROOF DIAPHRAGM. 4" + 2x4 WEB BRACING IS REQUIRED. o, M-3x5 M-4x8 4\ as M-5x16 �� o 0JA4[i I if- li� to N p l0 1 M-185x3 M-7x12 =M-10x10 M-4 x10 M-3x10 12 3, b fr3470# 9 l , , int,�p pRQF� 3-02-04 2-08 3-04-04 3-09-03 3-05-131. ��� l�G�N E• -•,5)6't9/0 1-00 16-05-08 y :g7$ PE <" Wedge required at heel(s) JOB NAME : 17-A PLAN - A3 s� ,[T/� • Scale: 0.2010 '• .�y/'+ /EG 41111 WARNINGS: GENERAL NOTES, unless otherwlee noted: 7 0.-EGON s� �} Truss: A 3 1.Solider and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is loran individual j" !•�s y 1 2,4 5k.,"" and Warnings before construction commences building component Applicability of design parameters end proper _Y it- 3. l� -G- 2.234 compression web bradng must be installed wham shown+, Incorporation of component is the responsibility of the building designer. �� 3 AddgonaI temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braces al /.v� a the responsibility of the erector.Additional permanent bradrg of 2'o c.and at 10.o c respectively unless braced throughout Mab length by 1"-' DATE: 11/3/2015 the overall structure Is the responsibili continuous sheathing such as ply coo sheathing(TC)and/or drywell(BC). ty of the building designe3.20 Impact bridging or lateral bracing required where shown t s SEQ.: Ki 5 0 4 7 9 9 4.No bad should be applied to any component until after all bracing g and 4.installation oftruss is the responsibility of thed respehe contractor. fasteners are complete and el no time should any bads greater than 5.Design assumes busses are to be used In a non-conoshe enomnment, l�('� TRANS I D: LINK design loads be applied to any component end are for.dry condition'of use. EXPIRES: 1 2/31/`2016 5.CompuTrus hes no control over and assumes no responsibility forme 8.Design/mamas full bearing at all supports shown.Shim or wedge if November 3,201 5 fabrication,handling,shipment and Installation of components. necessary. .Design assumes adequate drainage Is provided. furnisheda 6.This design Is furnished subject to the'Imitations set forth by e.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. Anes colndde with joint center lino. Welk USA,Inc./Com uTrus Software 7.6.6 1 L E 9.Digits Indicate size of plate in Inches. D ( 10,For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" 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 system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.9ft, 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 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 lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, complete specifications. 5-07-08 5-07-08 T '( NOTE: DESIGN ASSUMES SHEATHING 12 IM-4X4 12 TO ONE FACE. 14.00 7 2 N 14.00 AL i AlL y 1-00 b 11-03 b 1 0o y �NG{N��� fg2 :997782 P E vc-- JOB NAME.: 17—A PLAN — B1 `��—�� • Scale: 0.3485 Ir 43 WARNINGS: GENERAL NOTES, unless otherwise noted: S -74/OREG©N�h* 1.Balder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for en individual 17,51. RY 1 �� construction• B1and Waminga before coneclon commences. building component Applicability of design parameters and proper 2.2s4 oompressbn web bradng must be installed where shown+ incorporation of component Is the responsibility of the building designer. 3 Additional temporary bradng to insure stability during construction z Design sesames the top end bottom chords to be laterally braced at ir �nsY],V Is the responaWI iy of me erector.Additional permanent bracing of 2'o.c.end et 10'o.c. pi unless braced(TC)onthroughout their length by r.'44 UL T s continuous sheathing cud,as plywood aheathing(TC)end/or drywell(BC). DATE: 11/3/2015 the overall structure N the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown 0 0 SEQ.: 1<1504800 4.No bad should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. Q �+ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. EXPIRES: 1 2/y71I20 1'V .. TRANS I D: LINK design loads be applied to any component and are for dry condition'al see. 5.CompuTrus has no control over and assumes no responsibility to the 6.Design assumes full bearing at ail supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. neceea ties November 3,20 1 5 n is furnished subject to the Ilmietlona set loch by7.Design assumes adequate drainage le provided. e.This design 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in SCSI,copes of which will be furnished upon request lines coincide with joint center Ones. a.Digits Indicate size of plate in inches. MiTekUSA,Inc./CotnpuTrus Software 7.6.6(1L)-E IO.For basis connector plata design values see ESA-1311,ESR-1888(MITek) ' This design prepared from computer input by 1 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 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 7-8=( -21) 29 2-7=( -34) 217 WEBS: 2x4 KDDF STAND 3-9=(-905) 195 7-3=( 0) 221 LOADING 9-5=( -6) 196 7-9=( -34) 217 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 4-8=(-609) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -70/ 659V -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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 f MAX TC PANEL LL DEFL= 0.168" @ 2'- 10.7" Allowed = 0.520" 12 12 MAX TC PANEL TL DEFL= 0.910" @ 8'- 9.5" Allowed = 0.780" M-4x6 14.00 7 N14.00 MAX HORIZ. LL DEFL= -0.002" @ 11'- 1.3" 3 4.0" MAX HORIZ. TL DEFL - 0.002" @ 11'- 1.3" ill Design conforms to main windforce-resisting system and components and cladding criteria. e rr Wind: 140 mph, h=15ft, TCDL=4.2,BC DL=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. AM-37A M-3x441111111111111 ,..4 tim I Owomlill, m 1 s I7 ..z..a �,--I M-1.5x3 M-3x8 M-1.5x3 y b b 5-07-08 5-07-08 cEO PROFe y1-00 b 11-03 y1-00 y �,,Q AGI N4 2;0 w :9782PE -Yr- JOB NAME : 17-A PLAN - B2 . „ -do' Scale: 0.3116 , . // WARNINGS: GENERA/NOTES, unless otherwise noted: .s�� OREGON/^�//''''�� 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an Individual % T O R EG.O N ,h�� Truss: B 2 and Warnings before construction commences building component.App9cabitty of design parameters and proper ',{Y 2 284 compression web bradng must be Installed where shown+ Incorporation W component la the responsibility of the building designer. �y I?w� 3 Additional temporary bracing to Insure Stability during construction 2 Design assumes Ute top and bottom chorda to be laterally braced at 1/9 �l/ �t"'�C- Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 o c.respectively unless braced throughout Meir length by `('I DATE: 11/2/2015 continuous sheathing such as plywood eheathing(TD)and/or drywall(BC) PA ^U the overall structure Is the responsibility of the building designer. 3.2.Impact bridging or lateral bradng required where shown++ A SEQ.: K15 0 4 8 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no Ilene should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design roads be applied to any component and are for`dry condition.ofuso. 5.Cancun..has no contra over end assumes no responsibility for the 8.Design assumes Nil bearing at all supports shown.Shim or wedge If nec ,wry. EXPIRES: 12/31/2016 fabricetian.handling.shipment andinstallation of components. I.Desiassumes adequate drainage is prodded. November 3,2015 6.This design h furnished subject to the limitations sett north forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in KS!,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Dhlta Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.6(10-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 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: 2x4 KURF #106TR SPACED 24.0" O.C. 2-3=(-484) 525 6-7=(-357) 500 1-6=(-419) 482 WEBS: 2x4 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 = 92.0 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/ 679V 0/ OH 5.50" 1.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M-1.5x9 or equal at non-structural LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. vertical members (tion). THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. *• For hanger specs. - See a e VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '-r 8 � Tans 5-02-12 MAX LL DEFL= -0.006" @ 10'- 2.9" Allowed = 0.492" f ' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" X CEP 00.0040" @ 0'- 09.06" Allw = 00.0046"12 MAX TPLANREDL=M-1.5x3 4 14.00 3 MAX HORIZ. LL DEFL = 0.009" @ 10'- 1.5" M-3x5 MAX HORIZ. TL DEFL= 0.009" @ 10'- 1.5" 4 . 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. M-1.5x4 Wind: 140 mph, h=25.9ft, TCDL=9.2,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 in the plane of the truss only. M-3x4 yl� o Truss designed for 9x2 outlookers. 2x4 let-ins t of the same size and grade as structural top A chord, Insure tight fit at each end of let-in. 1 outlookers must be cut with care and are rn permissible at inlet board areas only. 111 M-3x4 1 1 m 1 s s 1� r+ 5"- 6 M-1.5x3 M-3x4 M-3x4 5-02-12 4-10-12 0-07-08 ��� �NGINE9 /�� 1 )L 10-09 0-00-08 `: - 8'782PE fir •/ A.' JOB NAME : 17-A PLAN - C1 wr � -- Scale: 0.2331 h WARNINGS. GENERAL NOTES, unless otherwise noted. 4. '74,OREGON '`. 1.Builder and erection contractor should De advised of all General Notes 1.This design Is based only upon the parameters shown end is for en ndNidual 1:9 & RY 15 953 �� .Truss: Cl end Warnings before construction commences. building component �" Appllceblfly or design parameters end proper 2 244 compression web bradng must be Metalled where shown+ incorporation of component le the reeponelbllity of the bu Itling tledgner - 3 Additional temporary bracing o c.end at 10'o c.respectNaly unless braced throughout Meir length by /^' `ng to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at JyA U I. 'C'1/4'1/4'4 IS the responsibility of the erecta.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ.: K 15 0 4 8 0 2 4.No bad should be applied to any component until after all bracing and 4.Installation of Inns Is the responsibility of the respective contactor fasteners ere complete and at no true should any loads greater then 5.Design assumes trusses are to be used H a non-corroslce environment EXPIRES: 12/31/2016 m TRANS ID: LINK design loads be applied any component. andeemrdry ondnlon or use. 5.CompuTNs hes no contra over and assumes no responsibility for the 6.Design assumes hill bearing al all supports shown.Shim or wedge t ne cessary. November 3,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design M furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed se their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek• USA,Inc./ComuTms Softwam 7.6.6 7 L E 9.Digits indicate size of plate in inches. P ( )- 10.For basic connector plate design values see ESR-1371.ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS - 23-09-08 HIP-D SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,1 WOOF #1&BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 57 2-12=1 -780) 3052 12- 3=) 0) 289 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3754) 1025 12-13=1 -780) 3043 3-13=)-158) 85 BC: 2x6 ROOF #1&BTR 3- 4=(-3460) 1067 13-14=)-1097) 3634 13- 4=)-259) 1136 WEBS: 2x4 ROOF STAND LOADING 4- 5=( 0) 0 14-15=(-1097) 3634 13- 6=(-877) 389 LL = 25 DSP Ground Snow (Pg) 4- 6=(-2962) 951 15-16=( -780) 3043 14- 6=( 0) 542 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 7'- 9.0" V 6- 8=(-2962) 951 16-10=1 -780) 3052 6-15=(-877) 389 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.4)+DL( 20.6)- 94.0 PLF 7'- 9.0" TO 16'- 0.5" V 7- 8=( 0) 0 8-15=(-259) 1136 TC UNIF LI( 50.0)+DL( 19.0)- 64.0 PLF 16'- 0.5" TO 23'- 9.5" V 8- 9=(-3460) 1067 15- 9=(-159) 85 BC UNIF LL( 0.0)+DL( 29.4)= 29.4 ELF 0`- 0.0" TO 23'- 9.5" V 9-10=(-3754) 1025 9-16=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+OL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V 10-11=( 0) 57 ALL FLAT TOP CHORD AREAS NOT SHEATHED ---===__============----============ TC CONC LL( 185.7)+DL( 52.6)= 237.7 LBS @ 7'- 9.0" TC CONC LI( 185.7)+DL( 52.0)- 237.7 LBS @ 16'- 0.5" BEARING MAX VERT MAX HORZ BRG 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" 4.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 23'- 9.5" -690/ 2586V 0/ OH 5.50" 9.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=1/290, 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 = 1.144" MAX TL CREEP DEFL = -0.205" @ 11'- 10.7" Allowed= 1.525" MAX LL DEFL - -0.002" @ 29'- 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 T T T Design conforms to main dicladdingrcriterig 3-10-06 3-03-10 0-06-11 4-02-01 4-02-01 0-06-11 3-03-10 3-10-06system and components and cladding criteria. 1' ' 1' +237.708 '' 423',y7.70# T f 12 12 Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6 5 M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-3x8 7 Q 7.00 load duration factor=l.6, • 4 6 Truss designed for wind loads ® T2 © in the plane of the truss only. M-3x4 M-3x9 3 Qap • M-3x8 M-3x8 0 0 i' D Fit I_ Flit o- F. 0 1 2-'"' 12 13 19 '1' 15 16 X10 1 o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 Io I'1 M-7x8(S) y ), y i > ), y t11 PROF 3-08-10 3-03-10 4-10-08 4-10-08 3-03-10 3-08-10 ,`eL� �0,,p y y y y „co �GINF� 9 /0A 1-00 23-09-08 1-00 4C? -`/ ' 8.782PE fir" JOB NAME : 17-A PLAN - Dl ,' ;e2\457' . . Scale: 0.2561 // • i• WARNINGS: GENERAL NOTES, unless otherwise noted: ,l ^ __� Truss: D 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 indhdual 4, 40 OREGON 'and Warnings before construction commences. building component Appllcabiety of design parameters and proper /j fry 4,:41'. incorporation 2.2x4 compression web bracing must be installed where shown+ Incorporetion of component is the respanaibltity of the building designer. ,/„(}� l/A V", {f �f`h 3.Additional temporary bracing to Inane stability during construction 2 Design assumes the top and bosom chorda to be laterally braced at l -lay :7 Is the responsibility of the erector.Additional permanent bradng of 2 o.c.end at 10 o c.sad, sly unless braced throughout their oall(Slength by DATE: 11/2/2015 the overall structure la the responsibility continuous sheathing such as plywood ehee whereC)awdmr drywan(BC). P^U L R�1 ty of IM building designer. 3.20 Impact bridging or lateral bracing required shown++ PAUL. • SEQ.: K 15 0 4 8 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of was is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater then 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be 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 ass°mea full bearing at all supports shone.Shim or wedge if • EXPIRES: 12/31/2016 fabrication,handling, scary. lab shipment and hnslallagan of components. T.Design assumeadequate drainage is prodded. November 3,2015 B.This design is furnished subject to the limitations set font b by 8.Plates shall be located on both faces of cess,and placed so their canter TPIM?CA in SCSI,copies of which will be furnished upon request. lines coindde with Joint cantar lines. MRek USA,Inc./Com uTrus Software 7.8.6 1 L E 9.Diggs indicate size of plate In inches. p ( )- 10.For basic connector plate design values see ESR-1311,055-1058(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-593) 505 5-6=(-828) 913 5-1=(-557) 366 7-3=(-493) 449 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-989) 525 6-7=(-357) 500 1-6=(-419) 482 ' WEBS:2x4 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 BORZ BRG REQUIRED BRD 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 PSF LIMITED STORAGE ** For hon LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ger specs. - 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" 1' 1' 1' MAX LL DEFL- 0.000'• @ 0'- 0,0" Allowed a 0.004" 12 MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed = 0.006" 4 M-1.5x3 .., MAX TC PANEL TL DEFL- 0.040" @ 2'- 4.6" Allowed = 0.742" 14.00 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=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 M # O O A Alidiii lik ti M-3x4 0 H �� • I m o eL .II 5• 7+ M-1.5x3 M-3x4 M-3x4 y5-02-12 y 4-10-12 0-0� a ,j�CC t.1 ,.I1N� �tS3•5 A 10-09 0-00-08 f, - -y `" 89782PE �r JOB NAME : 17-A PLAN - C2 ,r! -+► • , Scale: 0.2378 Mil WARNINGS: GENERAL NOTES, unless othervAsenoted: o^ OREGON h Truss: C z 1.Builder and erection contractor should be adwsed of all General Notes This design Ia based only upon the parameters shown end Is for an IndhAdual a and Waminge before con°bucllcn commences bulking component.Applicability of design parameters and proper ..�f 2 2� �` 2.2x0 compression web bracing must be Installed where shown* Incorporation d component Is Me responsibility d the building desigrror. j� (JyA�Y "y V �}. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 '1 � ` Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o c.respectively unless braced throughout Meir length by ` DATE: 11/2/2015 Me overall structure Is the responsibility of the bulking designer. conaluoue ehging or such as acing replywood a: hing(TC) ,I en drywall(BC). • x'A U.1.. �` g 3.2z Impact bridging or lateral bracing required where shown SEQ.: Ki5 0 4 8 0 4 4.No bad should be applied to arty component until after all bracing and 4.Installation of tress is the responsibility of the respecile contractor. fasteners are complete end at no time should any bads greater then 5.Design assumes trusses are to be used in a noncorroshe environment, TRANS I D• LINK design loads be applied 10 any componanr and are for'dry condition"of use. 5.CompuTnn hes no control over and assumes no responsibility for the 5.Desitin assumes lull bearing at all auppate shown.Shim or wedge If EXPIRES: 12/31./201.6 fabrication,handling,shipment and Installation of components. 8n ay. T.Design shah sadedon drainageIsboss,ded. November 3,2015 8.This design is furnished subled to M°limitations set forth by S.Plates be located on both faces d Wsa,end placed so their center TPIIWI CA In SCSI,copies of which will be furnished upon request. Ones coincide wlS(Dint center lines. S.Digits Isdicoelse of plate in inches.MTek USA,Inc.ICom uTrus Software 7.6,6 1L E 10.For basic connector plate design see EBR-1371,ESR-1988(MITak) 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: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF t1&BTR SPACED 24,0" O.C. 2-3=(-151) 108 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 BAG 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" -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 POE 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. 0-11-09 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I '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" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.059" 14.00 [7 MAX TC PANEL TL DEFL - 0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL= 0.003" @ 1'- 9.9" Allowed - 0.148" 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. ii 14 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 i load duration factor=1.6, o Truss designed for wind loads 1 in the plane of the truss only. o / L A.0 1 i O . 4 -3x4 J' )' 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,4 I - <0�E) p of ss �‹a ENGINE• R /0 4 89782PE �r JOB NAME : 17-A PLAN - DJ1 ' Scale: 0.7730 / WARNINGS: GENERAL NOTES, unless oBrerMse noted: 41 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an kdMdual 9 O R EG Q N h"O Truss: DJ1 and Wemings before construction commences. building component.Applicability of design parameters and proper /� nQ z 2z4 compression web bracing must be metalled where arrows.. 2.incorporation of component b the responsibility W the building designer. .y.� V,9 RY 4 y 3 Additional temporary bracing to insure stability during construction Design assumes the top end bosom chorda to be laterally braced at 1 Is the responsibility of Na erector.Additional permanent bradtg of 2'o c.end at 10'o c.respectively unless braced throughout their length by �y/� DATE: 11/2/2015 the overall structure h the responsibility of the bundle designer. continuous ridging or such a8 acinplywg resheathing(TC)airwherenounand/ordrywell(BC). -AUL - g 9 3.2z Impact bridging or lateral bracing ity Or Sr.where shown t SEQ.: K 15 0 4 8 0 5 4.No bad should be applied b any component until after at bracing end 4.Installation of truss is the responsibility of e respective contractor. fasteners ere complete and at no time should any beds greeter 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 sins'dry condition'of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 . fabrication,handling,shipment end installation of components, necessary. 7.8.Thm design is famished subject to me limitations set forth by 8.Mate shaln l be locmes ated on both faate cesiof cs prodded.and placed so their center November 3,2015 TPIANTCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./ComuTrus SORware 7.8.6 1 L E 9.Digits Indicate size of plate In inches. P ( )- 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 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-9=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-83) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 P51 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -37/ 292V -44/ 119H 5.50" 0.97 KDDF ( 625) 1'- 10.8" -94/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) " For hanger LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 RODE ( 625) g 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. I BOTTOM CHORD CHECKED FOR 1OPSF 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" 'r '( MAX BC PANEL LL DEFL= 0.004" @ 1'- 9.9" Allowed = 0.148" MAX TC PANEL TL DEFL= 0.006" @ 1'- 3.6" Allowed - 0.244" 12 MAX BC PANEL TL DEFL - -0.009" @ 2'- 0.6" Allowed 0.197" 14.00 V MAX HORIZ. LL DEFL - -0.001" @ 1'- 10.8" 3 MAX HORIZ. TL DEFL - -0.001" @ 1'- 10.8" 01, Design conforms to main windforce-resisting 0/0 �� system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, of Truss designed for wind loads of in the plane of the truss only. 0 I N O /- N O O 9 M-3x4 b ) 1, 1-00 3-10-08 [PROVIDE FULL BEARING;Jts:2,3,4 -`(�,1 PRQPFss ,�5 ENGco INEF�? /p 89782PE r' JOB NAME : 17-A PLAN - DJ2 • Scale: 0.6280 ', O�r��C !\• MIN WARNINGS: GENERAL NOTES, unless otherwise noted: % )Y„ • Truss: DJ2 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an indMdual '7 OREGON �bni and Wamings before construction commences. bus ding component.Appllmb:Nty of design parameters and proper Z Pz4 comlresdon web bragng must be Metalled wheys shown a Incorporation of component Is the responsibility or me building designer. IF) [�, 3 Additional tem 2 Design assumes IM top and bottom chords to be laterally braced at y,,�Uq RY 5 i y �`C� temporary bracing to Insure stability during construction 2'o.c,as et 10 o.c,re Is the responsibility of the erector.Additional permanent bredng of continuous sheathing respectively unless braced throughout maid length by DATE: 11/2/2015 the overall structure is the responsibility of the building dealgrher, such as plywood sheaddng(TC)and/or drywalgec). PA UL �\ 3.20 Impact bridging or lateral bracing required whore shown 4 4 SEQ.: K 15 0 4 8 0 6 4.Na load should be applied to any component until after all bredng and 4.Installation of fuss N the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes nieces are to be used in a non.comnive environment, TRANS I D: LINK design loads be appiled to any component. and era for•d y condition.of use. 5.CompuTrus has no control over and assumes no responsibilityfor the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of conecessary. myth byts. a7.Designassumessled on eothlfage is rusd. and 3,2015 8.Thin design Is furnished subject to the limitations set forth by 8.plates shall be located on both feces of truss,and dated so their center TP9WTCA In BCS[,copies of which veil;be furnished upon request. Imes coincide with joint center linea. MITek USA,Inc.ICompUTms Software 7.8.8(1L}E 9.Digits Indicate sloe of plate In inches. 70.For basic connector plate design values see ESR-1311,ESR-t986(MITek) 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: 2x4 RIDE 8168TR 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"OC. 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 IL 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/ 1568 5.50" 0.49 KDDF ( 625) 2'- 10.8" -104/ 105V 0/ OH 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 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" 2-11-09 MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.023" f fMAX TL CREEP DEFL- 0.000" @ 0'- 0.0" Allowed- 0.030" MAX TC PANEL LL DEFL = 0.025" @ 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 MAX HORIZ. 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), N load duration factor=1.6, 0 I Truss designed for wind loads .-1 in the plane of the truss only. oT o f ~ EV 1 til O O M-3x9 1 b /' y 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,4 ' ck0° PR Ore ��5 ‘GINFF9 �'� 2 `�� 89782PE r JOB NAME : 17-A PLAN - DJ3 • ,� 7 h • Scale: 0.5665 WARNINGS: GENERAL NOTES, unless otherwise noted: (y 1.Builder and erection contractor should be advbed of as General Notes 1.This design N based only upon the parameters shown and N for an IndMdual ��(_OREGON " a�„- Truss: DJ3 and warnings before consbucton commences. ng component.Applicability of design parameters and i� �(_ halal n 2.2,4 compression web bredn incorporation of corn responsibility ng proper v press g must be installed where shown*, corpora component n the roe mill of build! designer. "`1,4 Uq Ry 4` 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the top end bottom unless ler to be laterally braced et •T ` ,. H the responsibility erne erector.Additional permanent bracing or 2'o.c.and at iP o.c.respectively braced throughout hair length by ON DATE: 11/2/2015 the overall atn,duro le the responsibility of he building designer. conwuous sheathing such as plywood enealhing(TC)andfor drywall(BC). pA UL 3.2z Impact bridging or Talars!bracing required where shown** • SEQ.: Ki5 0 4 8 O 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the rea oneibtiity of the roepectva contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are for•dry condition'.of use. • 5.CompuTros has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge d am EXPIRES: 12!31!2016 fabrication,nefurnis shipment and the ofcomponents.by T.Bates as;umes adequatedrainageis provided. November 3,2015 8.This design b furnished subject to the limitations set fold by 8.Plates shall be located on both faces of Was,and placed so their center TPIIWTCA In SCSI.copies of which will be furnished upon request lines colndde with joint center lines. uTrus Software 7.13.8(10-E 9.Digits indicate else or plebe I^inches. MITek USA,Inc./Com P1S For basic connector plata design values see ESR-1311,ESR-1988(MITek) 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 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-139) 118 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.1" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 326V -78/ 186H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 48V 0/ OH 5.50" 0.08 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -108/ 128V 0/ OH 1.50" 0.16 ROOF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.009" --/ MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.012" MAX TC PANEL LL DEFL = 0.070" @ 2'- 3.8" Allowed = 0.345" 3 MAX TC PANEL TL DEFL - 0.067" @ 2'- 3.8" Allowed - 0.518" 12 a. MAX HORIZ. LL DEFL = -0.002" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 8.2" 19.00 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), N load duration factor=1.6, 0 I Truss designed for wind loads o in the plane of the truss only. i o , ti M-3x4 • • y b )4 1-00 3-10-08 0-01-01 i tryJ (PROVIDE FULL BEARING;Jts:2,4,3 rA�0.4 tAGINE / `:J `r. 8.782 P E �" JOB NAME : 17-A PLAN - DJ4 // Scale: 0.5082 I a• WARNINGS: GENERAL NOTES, unless otherwise noted: •/ co, X 43 Truss: DJ4 I.Builder and erecUort and Warnings before cocontractor nabuction cemuld bmencWeetl of all Genera Notes buildingacompsor entl d npwicapbility of design p rameh ters ao diproppe n h" tl�l / 7�OREGON c, 2]x4 compression web bracing must be Installed where shown•. Incorporation of component la the responsibility of the building dealgner. �'= V {}� 3.Addillonal temporary bracing b Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally Belt et "5',� q R y 1 la the responsibility o!the erector.Additional permanent bracing o! Y o c and at 10'c.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood aheatdng(TC)and/or drywall(BC) �A UL n• DATE: 11/2/2015 the overall structure b the responsibility of the building designer. 3.Ix Impact bridging or lateral bracing required where shown•• l.- SEQ. : Ki 5 0 4 8 0 8 4.No bad should be applied to any component until after all bracing and 4.installation of truss Is the responsibility W the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for'dry condition.'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. I.Design shall b ea adequate drainage tone is prodded. November 3,201 5 8.This design is furnished subject to the limitations sal forth by e.Plates shell be located on both iotas of truss,and placed so their center TPI/TCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 10.For abaisnidc icacotneneterM p1paltaetadeInalIgnncveaslu es see ESR.1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.6" 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 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-290) 229 3-9=( -61) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. DON. 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 ROOF ( 625) LL= 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 92V 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 8.2" -213/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) 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 IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Desi checked for net(-5 IC Design psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 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" vMAX BORIZ. LL DEFL = -0.003" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.003" @ 3'- 8.2" 12 3 14.00 VDesign conforms to main windforce-resisting system and components and cladding criteria. 6 V 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=l.6, ri Truss designed for wind loads j in the plane of the truss only. m Io o A- I us 1 Ul if 0 M-3x4 b 1-00 y 3-10-08 y1-01-01 y ,c1,0PRLOre- 'PROVIDE FULL BEARING;Jts:2,5,3,9 I r\. i AGINE-6.'^L94<2 .4z...;" 89782PE �'v JOB NAME : 17-A PLAN - DJ5 Scale: 0.4455 ,� '��J ' ' WARNINGS: GENERAL NOTES, unless otherwise noted: LI Truss: DJ5 1.Builder end erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an individual 2A "$7 OREGON 'tet" and Warnings before construction commences building component Applicability of design parameters and proper J �L. ( e{" 2 2x4 compression web bracing must be Installed where shovm.. Inwrporetlon of component h the responsibility of the building designer. JJJJ�} vA 3.Additional temporary bracing to Insure stability doing construction 2 Design assumes the lop and bottom am braced to be laterally braced at 74) 4 fi y 16 _,<<„, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et ig'o.c.respectively unless braced throughad their length by \ V continuous sheathing such as plywood sheathing(TC)and/or drywall(80). ' A UL DATE: 11/2/2015 the overaN structure is the respon0bllity of the building designer. 3.24 Impact bridging or lateral bracing required where sham++ SEQ. : Ki5 0 4 8 0 9 4.No load should be applied to any component until after ell bracing end 4.Installation V(mss Is the responsibility of the respective contractor. fasteners are complete and H no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component and are for fnon-corrosive condition•of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full hewing at all suppose shown.Shim or wedge If EXPIRES: 12/31/2016 sn fabrication,handling,shipment end installation of components. ass 7.Designassumesbe adequate drainage lo prustd. November 3,2015 6.This design is famished subject to the limitations sal IoM by 8.Plates shell be located on both faces of truss,and placed so ihelr center TRIM/TCA In BCSI,copies of which will be furnished upon request. tines colndde with Joint canter lines. MiTek USA,InclCom uTrus Software 7.8.6 1L E 9.Digits Indicate she of dale In inches. P ( 19.For basic connector plate design values sae E512-1311,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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-10=(-1608) 5098 10- 3=( 0) 778 14- 9=)-378) 282 BC: 2x6 KDDF #16BTR 2- 3=(-6089) 1834 10-11=(-1608) 5036 3-11=( -594) 70 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-5292) 1862 11-12=(-2118) 5338 11- 4=( -330) 1458 LL = 25 PSF Ground Snow (Pg) 4- 5-( 0) 0 12-13=(-1922) 9760 11- 6=(-1142) 756 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 4- 6=)-4512) 1654 13-14=(-1294) 3060 6-12=( -324) 358 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+01( 28.0)- 128.0 PLF 12'- 0.0" TO 39'- 8.0" V 6- 7=(-5230) 2064 12- 7=) -134) 820 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 39'- 8.0" V 7- 8=(-3722) 1506 7-13=(-1810) 892 8- 9=( -102) 114 13- 8-( -466) 2006 NOTE: 2x9 BRACING AT 24"OC SON. FOR TC CONC LL( 500.0)+DL( 190.0)= 640.0 LBS @ 12'- 0.0" 8-14=(-4240) 1762 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL. BC CONC LL+DL- 506.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIP 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 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -1405/ 3470V 0/ OH 5.50" 5.55 KDDF ( 625) ( 2 ) complete trusses required. ,. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1 ,s , 9" oc i 9" oc in 1 2 row(s) throughout 2x9 abs. ow(s) throughout 2x6 bottom chords, MAX LL DEFL= -0.009" @ -2'- 0.0" Allowed = 0.200" M\/ MAX TL CREEP DEFL- -0.011" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL= 0.146" @ 11'- 9.5" Allowed = 1.937" ** 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'- 4.5" li MAX HORIZ. TL DEFL = 0.072" @ 39'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 11-11-11 27-08-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, f Truss designed for wind loads 6-01-12 5-04-12 0-05-03 6-06-05 6-11-08 6-11-08 7-03 in the plane of the truss only. . f f ff f f f f 11-09-08 f 640# 12 M-4x6 M-5x6(S) .7.00 L- 4s M-3x4 0.25" M-3x8 M-1.5x3 \/\ 8 9 if M-3x6 3 N 444444Nop i o 0 I r CD M-3x8 a xa. mi v -7 i 1 21 10 *K9 o M-1.5x3 M-3x8 M-3x9 M-3x4 M-3x8 506# M-5x6(5) �" r • y 6-00 5-04-12 y 9-05-01 y y 9-03-05 y 9-06-13 1‘ c3‘.. O�F1s�/ b y 19-08 20-00 y ,�� ' 4.' O 2-00 39-08 `r 89782PE 9'r JOB NAME : 17-A PLAN - El �, -OO • . Scale: 0.1972 WARNINGS: GENERAL NOTES, unless otherwise noted: (,e. Truss: E 1 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an individual J OREGON Qo• and WarMngs before construction commences. building component.Applicability of design parameters and proper L/.. 2.2x4 compression web bradng must be instatied where shown+. Incorporation d component la the responsibility of the building designer.at 11/1/& CP R Y ,� 2 �"r 3.Additional temporary bracing to Insure stability during construction 2.Design and T'the lop end bottom asechoba to b°laterally braced length Is the responsibility of the erector.Additional permanent bracing of 2'o.c. at 10'o.c.respectively unless braced throughout r ort nall)B byIir DATE: 11/2/2015 the overall structure is the responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). i''A U.L ..\ °pons ty o g g 3.Px Impact bridging or lateral bracing required where shown** SEQ.: K 1 5 0 9 8 10 4.No mad should be applied to any component until after all bracing and 4.installation of Puss h the rea onsMillty of the respective contractor. fasteners are complete and at no hire should any loads greeter than 5.Design anuses trusses are to be used In a non-corrosive environment, TRANS I D• LINK design mads be applied to any component. and are for•dry condition•of use. 5.CompoTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or we49 If EXPIRES: 12/3112016 . fabrication,handling,shipment and installation of components. weary. 7.Plates abe l adequate drainage loos le prodded.an November 3,2015 8.This design is furnished subject b the limitations set forth by 8.Pietas shall be located on both faces of fuss,and placed so their canton TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6(11)-E 9.ForDigbasic Isdlcon eht plateopa ignval P i,Donsind connector plIn inn 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( . 0) 114 2-11=(-861) 2320 3-11=( -160) 149 15-10=(-164) 92 BC: 2x9 KDDF #16BTR SPACED 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 OF STAND A; LOADING 4- 5=)-2120) 534 13-14=(-512) 1642 12- 5=( -108) 727 2x4 KDDF #16BTR B 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"OC. UON. TOTAL LOAD = 92.0 PIP 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"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) 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 KDDF ( 625) OVERHANGS: 24.0" 0.0" 39'- 8.0" -263/ 1764V 0/ OH 5.50" 2.82 NODE ( 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 LI.,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" 0-05-03 MAX HORIZ. TL DEFL = 0.089" @ 39'- 4.5" 15-11-11 23-08-05 'r Q fDesign 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. T f f ff f f f f 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 T load duration factor=l.6, 12 - M-5x6(S) Truss designed for wind loads M-4X6 in the plane of the truss only. 7.00 56 M-3x9 0,29" -M-4x4 M-1.5x3 7 8 9 10 M-5x6(S) NR e 4 0.25" 4 fig. 49 +. o 3 ii o i x. 0 I en ,D w a.e I f t r -/ of 1 2 11 12 13 19 x5.5 o M-3x6 M-3x4 M-3x8 M-3x4 _M-4x4 M-3x5 M18HS-3x18(S) y >- )' y y i, Eo PRop 7-10-14 7-05-14 8-01-01 7-11-05 8-02-13 ,(c:,0 {615 b y 20-00 b 19-08 b ca c�> <GNGINE 4 /q 2-00 39-08 y `'<J :9782PE if V. JOB NAME : 17-A PLAN - E2 • Scale: 0.1472 .lir /1111 WARNINGS: GENERAL NOTES, unless otherwise noted: G/• 1Builder and erection contractor should be advised oral th General Notes 1.This design Is based only upon e parameters shown and le for an indlduai -'q 40-EG©N . T ru S s: E2 and Warnings before construction commences. building component Applicability of design parameters and proper 4 2 2x4 compression web bracing must be Metalled where shown•. Incorporation of component Is the responsibilityof Me building designer. „(j = 1 4 �- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom cholla to be laterally braced at 7 1 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 /�- DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2x impact bcontinuous ridging sheathing or laterasuch l bra�c gin reqlywood uired where s)hown/o'drywa1)50). 1 !Q n i �\ 4.No bad should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respectbe contractor. PA l.. • SEQ.: K 15 0 4 811 fasteners are complete end at no time should anyloadsDesign assumes trusses are b be used in a non-corrosive environment, pgreater than 5. TRANS I D: LINK design loads be applied b any component. and are for condition'or use. 6.CompuTnis has no conirel over and assumes no responsibility fon the 6.Design assumes full bearing at all suppers shown.Shim or wedge if EXPIRES: 12/31/2016 abdcofbn,heeding,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 3,201 5 8.This design is furnished subject to the fimitagons set forth by 8.Mates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Com uTNs Software L 7.6.6 1 E O.Digits indicate size or plate In inches C ( )- 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-390) 2268 3- 9=(-252) 208 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-2630) 533 9-10=(-246) 1921 9- 4=( -28) 520 WEBS: 2x4 KDDF STAND; 3- 4=(-2378) 531 10-11=(-234) 1805 4-10=(-740) 287 2x4 DF 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2380) 561 6-11=( -45) 532 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8-(-2633) 565 11- 7=(-256) 229 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 hon LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 0'- 0.0" -344/ 1903V -272/ 286H 5.50" 3.04 KDDF ( 625) ger specs. - 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 RODE ( 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 = -0.125" @ 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 system and components and cladding criteria. 6-08-15 6-05-10 6-07-06 6-07-06 6-05-10 6-08-15 4' f T T - 4' 4' 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-4x6 Q 7 00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 4-4' M-5x6(S) 3 1 M-5x6(5) 0.25" 0.25" 4 • +g M-1.5x3 1 ,M-1.5x3 0 0 A A I 1 2 9 10 '( 11 * 0 I �I9 M-3x6 M-3x4 0.25" M-3x4 M-3x6 1 M-5x8(S) � ,,, ..0 PRp�fiss y y y y ), ,, fNGINE' n /� y )' 10-00-10 9-09-06 9-09-06 10-00-10 y 4,-.7, 1� Y R 2-00 39-08 8 782PE �C•"' • JOB NAME : 17-A PLAN - E3 •'' • Scale: 0.1513 ' �•/ -+.e WARNINGS: GENERAL NOTES, unless otherwise noted: („.rs�� 40 1.Builder end erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual L,�,yy 7 OREGON s•�K. Truss: E 3 and Warnings before construction commences. - building component.Applicability of design parameters and proper • I 4/(/, O Q` 2.2x4 compression web bradng must be Installed where shown 5. Incorporation of component b the responsibility of the building designer. „a� yam, V QV 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom ss ba to be laterally braced at /� "7 J 5 i°the responsibility of the erector.Additional permanent bradng of 2'o.e.end at 10'roe.respectively uMeas braced throughout their length by • continuous sheathing such as plywood sheathing(TC)andfor drywml(BC). PA U 1. s DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bradng required where shown++ SEQ. : K 1 55 0 4 8 12 4.No load should be applied to any component until after all bracing and 4.Installalbn of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosive envlmnment, TRANS I D• LINK design loads be applied to any component. and are r rdry ona5lon use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Des 5. assumes full bearing at all supports shown.Shim Sr wedge If EXPIRES: 12/31/201.6 fabrication,handling.shipment and installation of components. 4 es 7.Design ess aa"meMcaed"oneothfage osapress,anvided. November 3,2015 8.This design is tarnished subject to the limitations set forth by 5.Plates shall be soared on both feces of truss,and placed so their cantor ' TPI/WTCA in BC51,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate she of plate in inches. MITek USA,Ino./CompUTnls Software 7.6.6)1L}E 10.For basic connector plate design values see ESR-1311,ESR-1958(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 114 2-13=1-934) 2193 3-13=1-139) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-2648) 615 13-14=1-343) 2008 13- 9=( -1) 329 WEBS: 2x9 KDDF STAND; 3- 4=1-2462) 616 14-15=1-277) 1738 4-14=(-995) 199 2x9 DF STAND A LOADING 4- 5=1-2005) 605 15-16=(-278) 1738 14- 5=(-161) 669 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 16-17=1-390) 1885 14- 7=1-243) 113 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 5- 7=1-1659) 575 17-11=1-479) 2121 15- 7=( -41) 57 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8-1-1752) 695 7-16=1-925) 398 8- 9=1-1828) 602 16- 8=1-484) 1484 LL = 25 PSF Ground Snow (Pg) 9-10=(-2361) 607 16- 9=1-680) 238 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-11=(-2621) 637 9-17=1 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 ___________________s= 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/ 1899V -270/ 269H 5.50" 3.03 KDDF ( 625) 39'- 8.0" -360/ 1894V 0/ OH 5.50" 3.03 KDDF 1 625) OND. 2: Design checked for net(-5 ly 4 ( 5 psf) uplift at 24 "oc spacing. 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" 0-05-03 MAX LL DEFL= -0.139" @ 19'- 2.6" Allowed = 1.937. MAX TL CREEP DEFL= -0.282" @ 19'- 2.6" Allowed = 2.583" 15-11-11 3-02-14 2-07-07 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" f 1' f ,' 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 j' 1' 11 1' 1' '1 1 '1 MAX HORIZ. TL DEFL - 0.098" @ 39'- 2.5" 15-09-08 T T 12 12 M-4x6 12 Design conforms to main windforce-resisting 7.00 177 7.00FP' .. 7 00 system and components and cladding criteria. 4.0" 8 4'4' Wind: 190 mph, h-25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x656 M-5x / M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load M-5x6(5) 10 +\ Truss ddesigned uration ffor owind 6 loads 0.25" in the plane of the truss only. 0.25" 9 9 4 +; +1 1/*.M-1.5x3 M-1.5x3 4 3 D • 0 r+ o 1 2 113 19 15 16 17 1 N 0 M-3x6 M-3x4 0.25" 0.25" M-3x4 M-3x6 2 oo M-5x8(S) M-1.5x3 y y y y M sxy(s, y \�,`�p. GI� fig"% 7-10-14 7-05-14 3-08-01 2-09-03 7-05-10 10-04-06 yz-00 39-08 yz-00 - $•782PE r"' • JOB NAME : 17-A PLAN - E4 Scale: 0.1414 . 4• a --.e WARNINGS: GENERAL NOTES, unless otherwise noted: 40 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 IndMdual 9 OREGON oh, Truss: E4 and warnings before construction commences building component.Applicability of design parameters and proper +++���jjj{{{/// 2.2x4 compression web bracing must be Installed where shown 0. incorporation of component la the responsibility of the building designer. ���4y 4 I}w 3 Addlibnal temporary bating 10 Insure stability during conehn000n 2 Design assumes the top end bottom chords to be leleratiy braced at 'l`IJt <"'`C_ Is the responsibility of the erector.Additional permanent bracing o! AI 2 o.c.and at 10 o c.respectively unless braced throughout mein length by `(•I DATE: 11/2/2015 the overati structure Is the responsibility of the building designer. continuous4Impstsheathing or ater l b plywood airedsheatIn ere s and/or tlrywell(SC). p+S�.� �` 3.2x Impact bridging or lateral bracing required where shown++ A SEQ. : El5 0 4 813 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 assumes Pusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. end are b dry conditionof use. • 8.CampuTrvs hes no control over and sesames noresponsibility for the B.Design assumes full bearing al MI supports shown.Shim m wedge H necessary. EXPIRES: 12/31/2016 fabdcetion,handling,shipment and installation of components. 7.Designsigneeassumes adequate drainage Is provided. November 3,201 5 S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with(Milt center lines. S.Digits Indicate size of plate In Inches. Welk USA,Inc./CompuTrus Software 7.8.6(11_)-Z 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 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 114 2-13=1-902) 5226 13- 3-) -490) 2412 BC: 204 KDDF #168TH; SPACED 24.0" O.C. 2- 3=(-6384) 1232 13-14=(-886) 5154 3-14=)-1892) 456 2x6 KDDF #16BTR BI 3- 4=(-4214) 806 14-15-1-522) 3540 14- 4=( -222) 1272 WEBS: 204 KDDF STAND; LOADING 4- 5-(-3252) 664 15-16=1-342) 2968 4-15=)-1176) 304 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=( 0) 0 16-17=1-344) 2966 15- 5=) -224) 1302 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1-2772) 602 17-18=(-238) 2208 15- 7=) -606) 220 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE' 7- 8=1-2224) 488 18-11=1-360) 2458 16- 7=1 0) 198 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=1-2234) 506 7-17=1-1616) 390 LL - 25 PSF Ground Snow (Pg) 9-10=1-2808) 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"OC UON. FOR 11-12=1 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 BAG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" 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"x.131 DIA GUN nails staggered at: [1] 9" oc in 1 row(s) throughout 2x4 top chords, !COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 9" o in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. @ HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 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" 0-05-03 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 3-02-19 6-07-07 17-10 T T T 1' . MAX HORIZ. LL DEFL = 0.028" @ 39'- 2.5" 9-00-04 3-08-10 3-09-10 2-11-06 6-10-15 5-10-09 5-10-04 6-01-09 MAX HORIZ. TL DEFL = 0.068" @ 39'- 2.5" 11-09-08 T f Design conforms to main windforce-resisting 12 12 M-4x6 12 system and components and cladding criteria. 7.00 7.004 0" Q 7.00 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 ,F,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _, load duration factor=1.6, M-5x6(S) Truss designed for wind loads 3.1 in the plane of the truss only. 4444N. M-9x6 M-5x10 )LZ 6 i M-3x9 4 -hl ,, M-1.5x3 M-3x6 + +. O 3 o M-3x8 0 r+ mm le O 1/ u 13 19 15 1 1 18 r1 .��D +✓/' i M-3x8 0.25" M-3x8 M-1.5x3 0.25" z o (� o M-3x4 M-3x5 0 V.f1 M-7x8(S) M-5x8(5) �Gj ‘AG E' ' V/0 J' 2307# @ y y y b y Wedge requiredyat heel(s) Cb b y 3-10-08 3-06-14 3-11-06 3-08-01 6-09-03 8-10-04 8-11-12 y y `- 9 782 PE 9r" 2-00 39-08 2-00 ..• • JOB NAME : 17-A PLAN - E5 • Scale: 0.1414 WARNINGS: GENERAL NOTES, unlessothersesenoted. 4. OREGO • I::;-• 1.Builder and erection contractor should be advised of all General Notes 1.This designs based any upon the parameters shown ends for an individual �.p O. ri_ }. Truss: E 55and Wammgs before construction commences. building component.Applicability of design parameters and proper l Ic( , _ 2 2x4 compression web bracing must be installed where shown+ incorporation of component Is the reaponsib responsibility of the bu ling designer (,� 3 Additional temporary bracing to Mauro stability during construction Design assumes the top end bottom chorda to be laterally braced al `` 2 o a.end at 10 o c.respectively unless braced throughout their length �A R\ le the responsibility of the erector.Additional permanent bracing of lengthby DATE: 11/3/2015 the overall structure is Be responsibility or the building designer. continuous sheathing such as plywood sheathing(TC)endfar drywall(BC). 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 0 4 8 14 4.No bad should be applied to any component until after all bracing and 4.Inetallalion of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any lads greater than 5.Design assumestrusses are to be used Ina non-conceive environment TRANS I D: LINK design loads be applied to any component. and are for-dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Despn assumes lull bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 November 3,2015 labrcatlon,handling,shipment and installation of components. necessary.gss �.Platassumes adequate drainage is rusd. and This design Is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their canter TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines.. a.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)Z to.For basic connector plate design values see ENR-1311,ESR.1558(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 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 #11BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( 0) 119 2-12-(-1958) 6382 12- 3-( -559) 2064 17- 9=( -256) 946 BC: 2x6 KDDF #11BTR 2- 3-(-7620) 2070 12-13=(-1746) 5649 3-13=(-1022) 268 9-18-(-1552) 782 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-5414) 1639 13-14=(-1499) 4638 13- 4-( 0) 438 18-10-) -539) 1962 LL - 25 PSF Ground Snow (Pg) 9- 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)= 69.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6=( 0) 0 15-17=) -68) 176 19- 5-( -522) 1599 19-11-( -308) 232 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+EL( 28.0)- 128.0 PLF 12'- 0.0" TO 35'- 8.0" V 5- 7-(-3988) 1486 17-18-(-1422) 3516 19- 7=(-1084) 638 BC UNIF LL( 0.0)+DL( 90.0)- 90.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=(-4324) 1680 18-19=( -930) 2166 7-16-) -159) 372 8- 9-(-4122) 1656 15-16=( 0) 112 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 500.0)+DL( 190.0)- 690.0 LBS @ 12'- 0.0" 9-10=(-2920) 1192 16- 8-( -72) 252 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-) -109) 118 16-17=(-1554) 9019 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17-) -926) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 29.0" 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/ 278H 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: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, ICON D. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" .. 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" MAX HORIZ. LL DEFL - 0.059" @ 35'- 4.5" 0-OS-03 MAX HORIZ. TL DEFL = 0.099" @ 35'- 4.5" 11-11-11 23-08-05 2-09 3-09-12 5-04-12 105-09 5-01-09 5-09-11 5-06-03 5-09-11 T Design conforms to main windforce-resisting system and components and cladding criteria. 11-09-08 Wind: 140 mph, h=24.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, T 690# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-4x6 6 M-3x4 M-3x4 M-5x6(S) Truss designed for wind loads 7.00 g 79 0.825 M 3 5 M-1.5x3 in the plane of the truss only. 11 M-3x9 9 0 ov} 1 0 M-3x5 0 3eliit)bilbir. ' r o M-3x8 • N rI 12 13 I4_ 16'� m Eli , o1 2 - M-3x9 M-3x8 0 15 17 18 ..19 1 M-6x8 o M-1.5x3 M-7x8 0.25" M-3x5 M-6x8 M-7x8(S) 4 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL 12 �'(, t.D PROre V y -OS-08y3-09-12 5-06-08 2-02-04 5-01-09 8-05 8-06-12 y \C0 GIN E�,L1.s>(� 2-00 2-05-08 10-11-12 22-02-12 t. 'T T�" y2-00) 35-08 ) :9782PE 'r JOB NAME : 17-A PLAN - Fl ...'4'1_,.,.,<,;(77t7 • Scale: 0.1576 40 WARNINGS: GENERAL NOTES, unless otherwise noted: -' OREGON ('7 �y. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ends for an indMduel ��� ; � [ Truss: F 1 and Warnings before construction commences. building component Applicability of design parameters end proper xi`A 2.244 compression web bracing must be Installed where shown+ Incorporation o/component Is the responsibility of the building designer. s,i .,-. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chortle to be laterally braced al /till U L v v Is the responsibility of the erector.Addoseat permanent bracing o! 2'o.c.and et 10'o.c.respectively unless braced throughout Meir length by /"•� ` DATE: 11/3/2015 the Owren structure Is the responsibility of the building designer. 2ontinuous ddgingsheathi or sten as plywoodsheathing(TC)required whereshown and/or drywell(BC). g 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 0 4 815 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the are onsiblllly of the respective contractor. EXPIRES: 9 aa}'s/��jj /�/y fasteners are complete and at no time should any loads greater Than 5.Design assumes busses are to be used In a non-corrosive environment, !G/J 1/2Q TRANS ID: LINK design bads he applied to any component and are for.dry condition.of use. 5.CompuTma has no control over and assumes no responsibility fon the B.Design a,etm°e,t"baa^ng at ail supports shown.Bhkn or wedge if • November 3,2015 mu fabrication,handling,shipment and Installation of components. ssery. 6.This designis furnished subject to the limitations set torah 7.Design assumes adequate drainage Is provided. I by 8.Plates shall be located on both faces of truss,and placed se their center TPIMRCA M SCSI,copies of which will be furnished upon request. Nnes colndde with(*int center line. 9.Digits indicate size of plate in Inches. MITek USA,Int./CorllpuTfus Software 7.6.6(1 L)Z to.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 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=( O) 114 2-11..1-678) 3149 11- 3-1-163) 1024 9-17=(0) 391 BC: 2x9 KDDF Al&BTR SPACED 29.0" O.C. 2- 3-1-3825) 826 11-12=(-612) 2800 3-12=(-752) 252 WEBS: 2x9 KDDF STAND; 3- 4=1-2462) 552 12-15=(-364) 2054 12- 4=) 0) 392 2x4 DF STAND A LOADING 4- 5=1-1827) 516 13-14=( 0) 0 4-15..(-704) 236 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-) 0) 0 14-16-) -5) 38 14-15=) 0) 68 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 5- 8-)-1473) 505 16-17=(-350) 1898 15- 5=) -81) 517 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 POP 7- 8=) 0) 0 17-10=1-348) 1901 15- 8-) -68) 250 8- 9-(-1740) 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=1-620) 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 29.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -331/ 1736V -219/ 227H 5.50" 2.78 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -237/ 1498V 0/ OH 5.50" 2.40 KDDF I 625) ** For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TI,-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" MAX LL DEFL = -0.126" @ 15'- 9.5" Allowed = 1.737" MAX TL CREEP DEFL - -0.248" @ 15'- 9.5" Allowed- 2.317" 15-11-11 3-08-10 15-11-11 1' I' 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" '( 1' '( TT l'T '( 1' 15-09-08 15-09-08 T 1' T f Design conforms to main windforce-resisting 12 M-4x6 6 7'M-6x6 12 system and components and cladding criteria. 7.00 y � 7.00 Wind: 140 mph, h-25.3ft, TCDL..9.2,BCDL-6.0, ASCE 7-10, 'e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8(5) load duration factor-1.6, Truss designed for wind loads 0.25" in the plane of the truss only. o M-3x9 M-3x5 • 3 o M-5x6 • '�i 12 !^r11111111111111111&'l A o of 10/9". M-5x6 M-3x9 ro 13 14 16 o II M-1.5x3 0.25" 17 ..*to o M-1.5x3 M-3x6 I 0 WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8 . 1 3.75 POTSHELF TO 2'-6" MAX M-5x12(S) 12 TO SUPPORT UP TO 30psf J, y y y y y y y �I PR OF�r y 2-05-08 6-03 4-08-12 ,I' ), 9-10-08 7-05-19 7-10-14 {_ ° 2-002-05-08 10-11-12 y y 22-02-12 y ��5`r �.lGI�1E�,�VS/q J, y y 15-03 1-09-12 20-05 " 8 782P �'" • 2-00 35-08 JOB NAME : 17-A PLAN - F2 . _a Scale: 0.1492 tr. 40 .�.y /'�('� WARNINGS. GENERAL NOTES, unless othenwse noted. 7 OREGON rte' Truss: F 2 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Indbdual �� &w 4 ,15'<ir and Warnings before construction commences. bulking component.Applicability of design parameters and proper , Al 1 `C 2 204 compreeekn web bracing must be installed where shown+ lncmporatbn of component Is the responsibility of the building designer. /1 /� 4� S.Additional temporary bracing to Insure.lability during construction 2 Design assumes the top end bottom chords to be laterally braced at PA U L ``\. Is the responsibility of the erector.Additional permanent bracing of 2 o c.end et ea10'o.c.respectively unless braced throughout their length by DATE: 11/3/2015 the ovemn structure Is the responeimti of the building designer. continuous sheathing ouch as plywood aheaming(TC)and/or drywell(BG). ty9 3. Impact bridging or lateral bracing required where shown++ SEQ.: K1504817 4.No load should be applied to any component unth after all bracing and 4.Installation of tune is the responalbllny of the respective contractor. faelomers are complete end at no time should any loads greater than 5.Design assumes mecca are to be used In a non-corrosive environment TRANS ID: LINK design loads beapplled to any component and the for dry condition'of use. EXPIRES: 12/31/2016 S.Com uTrus has no control over and assumes no res 6.Design asaumea fun bearing al all supports shown.shim or wedge t November 3,2015 p responsibility for the necessary fabrication,handling,shipment and InsWiatton of component.. ].Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Ilmltalona set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. -tinea coincide with joint center linea. 9.Digits indicate size of plate in inches. MITek USA,Inc/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design vetoes 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 MAX MEMBER FORCES 4WR/DDF/Cq-1.O0 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 114 2-11-(-513) 3130 11- 3-(-118) 1010 7-16-( -26) 473 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-3805) 695 11-12=(-463) 2785 3-12=(-687) 222 16- 8=(-216) 187 WEBS: 2x4 KDDF STAND; 3- 4=(-2522) 475 12-13-(-273) 2103 12- 4-( 0) 351 2x9 OF STAND A LOADING 4- 5=(-1965) 470 14-15-) -7) 96 4-13=(-611) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 POE 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) 996 16- 9=(-333) 1887 14-13=( -6) 41 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2120) 966 13-15=(-128) 1178 8- 9=(-2341) 463 13- 6=(-319) 1019 OVERHANGS: 24.0" 24.0" LL = 25 POE 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 BOG REQUIRED BAG 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TI.,-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" 4 37'- 8.0" Allowed = 0.200" T 1' . MAX TL CREEP DEFL - -0.043" @ 37'- 8.0" Allowed- 0.267" 2-09 5-09-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" T f T MAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" 12 12 7.00 IIM=6x6 '7,00 6.0" Design conforms to main windforce-resisting 6 .(,' system and components and cladding criteria. V.\ M-5x6(5) Wind: 140 mph, h-25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3.' ` (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Diz), 5 0.25"` load duration factor=1.6, Truss designed for wind loads M-5x6(5) 7 in the plane of the truss only. 0.25" I 4 il'- M-1.5x3 + 8 M-3x5 3 0.41 . o M-5x6 _ .. o .a I i �7.1 12 r 13: -�� '`e A �'vt o I 2 M-5x6 al M-3x9yam` 0 I M-5x8 M-3x10 0.251'6 M-3x6 \0 o M-1.5x3 M-5x6(S) �y 4 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL .-6',P (..-6:0 P R Opt. 12 P C ), i, i, i, i, ), i, cod t�.``to I N E' '/ )' 2-05-08 5-04-02 5-09-06 y 4-03 8-10-04 8-11-12 )' )' OS V''' &vi9 ©�9 y2-002-os-08 10-11-12 22-02-12 y2-0oy :97 82 P E (.- 2-00 35-08 2-00 JOB NAME : 17-A PLAN - F3 '',i m Scale: 0.1997 40 WARNINGS: GENERAL NOTES, unless otherwise noted: 1;'(. 1.1.0 OREGON C7 ,,. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown and is for en individual �e." y' �. Truss: F'3 and Warnings before construction commences, building component Applicability of design parameter and proper R J 2.2z4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. ` 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the top and bottom chords to be laterally braced al (P�S/•S U L r\ 2'o.c.end el W.o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of `_ DATE: 11/3/2015 the overall structure is the responsibilitycontinuousIpatsheathing suchasting se uiresumo drywell(8C). of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ S E K1504 819 4.No bad should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: 12/31/2016 . design roads be applied to any component. and are for•dry condition•of use. TRANS I D: LINK 5.Computrua has no control over and assumes no responsibility for the 8.Design assumes full bearing el all supports shown.Shim or wedge R November 3,2015 fabrication,handling,shipment and Installation of components. aagna s 8.Design assumes acted on othlf faces N provided. 8.This design Is furnished subject to the limitations set forth by S.Plates shall be located an both faces of Wss,and placed so their center TPIN✓ICA al SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc.iCompuTrus Software 7.6.6(1 L)-E 10.For best connector plate design values see ESR-1311,ESR-1988(MMA) 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-(-630) 3129 10- 3=(-154) 1010 14- 7=(-665) 258 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-3806) 763 10-11=(-567) 2783 3-11..(-681) 246 7-15=( -43) 486 WEBS: 2x9 KDDF STAND; 3- 4=(-2523) 501 11-12-(-328) 2104 11- 4=( 0) 351 15- 8=(-226) 206 2x4 DF STAND A 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. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1514) 460 15- 9=(-355) 1891 13-12=( -6) 41 BC LATERAL SUPPORT <= 12"OC. UON. 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 POE Ground Snow (PS) 14- 6=(-107) 583 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See LIVE LOAD AT LOCATIONS) SPECIFIED BY INC 2012. - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) g p approved plans 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" f f 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 T T T T 12 7.00 IIM-6x6 12 Design conforms to main windforce-resisting Q 7.00 system and components and cladding criteria. 6 6'0 Wind: 140 mph, h-25.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �'\ load duration factor=1.6, M-5x6(5) Truss des/ M-1.5x3 in the plane off the wtruss oonly. 0.25" M-5x6(S) /104444444444,44446._ 0.25" 4 oa. M-1.5x3 • M-3x5 40,0•, 1101 3 o M-5x6 1111\111scipthh.. 00111 o N �l0 11 r 121 .�-= AA A y 0 1 2.� M-5x6 M-3x4 0 M-5 x8 M-3x10 0.25�'� M-3x6 *� of 0 M-1.5x3 43.75 M-5x6(S) �0) PROF4, 12 WEDGE WITH 2)M-1.5x3 TYPICAL b b l b b ), 0 . J, 2-05-0 y \"5-04-02 5-09-06 y 4-03 8-10-04 8-11-12 y �GINE';F'9 `�4, y2-002-os-08 10-11-12 22-02-12 y 8.782 P E �<'' 2-00 35-08 JOB NAME : 17-A PLAN - F3S Scale: 0.1492 40 WARNINGS: GENERAL NOTES, unless otherwise noted: �� OREGON c' ' - Truss: r 3 S1Builder and erection contractor should be adbaed of all General Notes This design is based only upon the parameters shown ands for an Individual71-.57,9.4..4/4 � 2 ) 4 R y A 2V (}`T end Warnings before conviction commences. building component Applicability of design parameters and proper NI^ - 2 254 compression web bracing must be Instated where shown.. Incorporation of component h the responsibility of the building tleaigner. 3.Additional temporary bracing to insure stability during construction 2.Design sesames the lop end bottom chorda to be laterally braced at ^A Li L N;\ is the responsibility of the erector.Additional permanent bracing o/ o o.c.and at fa'o.c.aunt,as ply unless braced throughout theh ssll)Bh by !" DATE: 11/3/2015 the overall structure I.the responsibility of the building designer. continuous sheathing such as plywood cited sheathing(TC)and/or drywall(BC). tog a 3.2x Impact bridging or lateral bracing required where shown** SEQ.: Ki5 0 4 8 2 0 4.No bad should be applied to any component until after at bracing and 4.Insbilatlon of truss Is the responsibility of the respedHe 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 are for trussescondition.of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing et ell supports shown.Shim or wedge if November 3,2015 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 5.males shall be located on both feces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be fumiehed upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. Wick USA,Ina./CompuTrus Software 7.6.6(1L)-E le For basic connector plate design values see ESR-1311,ESR-1988(Risk) 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: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2338) 465 10-11=(-205) 1707 10- 4=( -24) 446 WEBS: 2x9 KDDF STAND; 3- 4=(-2114) 964 11-12=(-208) 1609 4-11=(-654) 260 2x9 DF STAND A LOADING 4- 5=(-1517) 444 12- 8=(-335) 1884 11- 5=(-269) 1131 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1517) 944 11- 6=(-654) 260 TC LATERAL SUPPORT <= 12"OC. 1300. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=(-2114) 464 6-12=( -24) 446 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 7- 8=(-2338) 464 12- 7=(-211) 184 8- 9=( 0) 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 BRG AREA ** For hanger specs. - See approved plans 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" -331/ 1726V -268/ 268H 5.50" 2.76 ROOF ( 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 "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 = 1.737" 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" 17-10 17-10 ' .f 1' Design conforms to main windforce-resisting 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 system and components and cladding criteria. T 1' 1' T T T 1' 12 12 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-9x6 '717.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" Truss designed for wind loads 5 .(( in the plane of the truss only. M-5x6(5) 4%1 M-5x6(S) 3.1 0.25"0000010/// .25" 0.25" 4 6 +P M-1.5x3 M-1.5x3 3 + /1000,,, 0 I A r A o o _.�� of 10/0,00000000000000„4/000•000/0/00009, 2 1M-3x6 M-3x4 -25" M-3 x4 M-3x6 re 1 y� p�p(� o M-5x8(S) o '<('N' l �v PR"'FF6LP ), y )• l k �Cj 4GtJGINE'F -/O 9-00-10 8-09-06 8-09-06 9-00-10 y y �'c. V � /07 y2-00 y 35-08 2-00 89782PE YC° JOB NAME : 17-A PLAN - F4 Scale: 0.1497 ��V v'a�� � ,, -••.. AMIN WARNINGS: GENERAL NOTES, unless otherwise noted: .a� �Q�,-..✓-�' 40 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for en Individual F OREGON aa'•V Truss: F4 and Warnings before construction commences building component.Applicability of design parameters and h. 2 2x4 compression web bracing incorporation of cont responsibility o ng designer. /' (� press g must be whore shown* Tore component Is Me res IbIN r Me building designer. 4/(4" 9P y" y&,[h� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chorda to be fateretiy braced et l :J R the responsibility of the erector.Additional permanent bracing of 2'o.e.end et 10 o c.reapectivety unless braced throughout lenge byir DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)and/or Orywall(BC). ' 4 U ik 3.2x Impact bridging or lateral bracing required where shown•• 1.. SEQ.: El 5 0 4 8 2 1 4.No load should be appliedb any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater then 5,Design assumes trusses are to be used In a non-corrosive enWmnmenl, TRANS I D' LINK design loads be applied to any component. end are for"dry condition'of use. 5.Com uTms has no control over end assumes no re8.Design assumes full bearing at all supports shown.Shim or wedge 11 EXPIRES: 12/31./2016 febriretbn,handling.shipment end installation of mco�ponents forihe eaery. T.DesigP10155 assumes adequate dorboreinageis ofcusprovided. November 3,2015 8.This design is furnished subject to the limitations set fore by 8.Plates shell 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 joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(L E 9.Digits Indicate eine of plate in inches. P ( )- 10.For basic connector piele 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 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0 114 2- 9=(-350) 1984 3- 9=(-211) 183 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-2339 978 9-10=(-224) 1692 9- 4=( -23) 446 WEBS: 2x9 KDDF STAND; 3- 4=1-2114 478 10-11=1-212) 1610 4-10=1-654) 259 2x9 DF STAND A LOADING 4- 5=1-1518 443 11- 8=(-358) 1888 10- 5=(-283) 1132 LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1518 458 10- 6=(-658) 259 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=1-2117 507 6-11=1 -40) 459 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-2341 510 11- 7=1-218) 209 OVERHANGS: 29.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -335/ 1736V -247/ 261H 5.50" 2.78 KDDF ( 625) g p approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.099" @ 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 T T T 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 Design conforms to main windforce-resisting 1' f f f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.00 M-9x6 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 5 4`;(' Truss designed for wind loads � in the plane of the truss only. M-5x6(S) 3 1 M-5x6(5) 0.25"00000.0000000011.111.111111 0.25" 4 oq Ap it\ M-1.5x3 M-1.5x3 +. 0 0 .-1 A A ,-, ul w r _rte 4e AN N 1 2 9 10 11 **8 0 1 IM-3x6 M-3x4 0.25" M-3x4 M-3x6 1 M-5x8(S) cic,0 PRQi y y y y > Cad 01144./1cS'j y y 9-00-10 8-09-06 8-09-06 9-00-10 l C+ , 0 / .. 2-00 35-08 CZ" 8.782PE JOB NAME : 17-A PLAN - F5 '' /�/ •� • Scale: 0.1792 /� ••a•/' L' WARNINGS: GENERAL NOTES, unless otherwise noted: �i (,.+ 40 1.Bidder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown end le for an individual "9 OREGON M. Truss: F5and Warnings before construction commences. building component.Applicabiliyofdesignparametersandproper ?/ C) t7 2.2e4 compression web bracing must be installed where shown 0. incorporation of component is Ms responsibility of the building designer. (/A 3.Addtlonal temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords b be Ielerelly braced al '1 ��j b the responalbllly of the erector Adtliflonal permanent bracing of 2'o c.and a110'o c.reapectivply unless braced throughout their length by V DATE: 11/2/2015 the overall structure Is the responsibility Me build deal ner. continuous sheathing such as plywood sheathing(TC)end/or end/or drywail(BC). PAUL :' ofIng g 3.2x Impact bridging or totem!bracing required where shown++ SEQ. : K 15 0 4 8 2 2 4.No lead should be applied to any component until after all bracing and 4.Installation of Was is the responsibility of the respective contractor. fasteners era complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design beds be applied to any component. end are for'dry condition'a use. • 5.CompuTrus hes no control over end assumes no responsibility for the 8 nDecesaa assumes fun bearing a1 all supports shaven.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. y 7.Design esaded othltoo,to truss,d.an November 3,2015 8.This design is famished subject to the limitations sal forth by H.Plates shell be located on both faces of Imes,and placed so they center TPIMTCA in SCSI,copies of which will be furnished upon request. Tins coindde with joint center Tines. • 9.Digits indicate elle of plate In Inches. MiTek USA,Inc./CoropuTfus Software 7.6.6(hL}E t0.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 35-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #165TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2m(-2066) 452 1-5-(-292) 1170 5-2=( -316) 1436 7-4-(-130) 36 2x6 KDDF 11613TR T2 2-3=(-1178) 290 5-6-(-324) 1382 5-3=( -286) 80 BC: 2x6 KDDF #16BTR 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 LL( 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 BAG REQUIRED BRG AREA TC LATERAL SUPPORT 24"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) BC LATERAL SUPPORT G= 12"00. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -543/ 2939V -40/ 69H 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 HIDE ( 625) NOTE: 209 BRACING AT 24"OC 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 "oc 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 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" f 1' MAX HORIZ. TL DEFL= 0.003" @ 5'- 8.5" 1-10-03 1-10-04 2-03-09 .0 .i . f Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h-21.7ft, TCDL=9.2,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-3x8 M-1.5x3 3 4 --f ( 2 ) complete trusses required,. iFillii ,- Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 rows) throughout 2x4 top chords, N 9" oc in 2 row(s) throughout 2x6 top chords, M-5x10 H6" oc in 2 row ls) throughout 2x6 bottom chords, rl 9" oc in 1 row ls) throughout 2x4 webs, o4 1 In /- -7 I l I=M 5 6 ** 7 M-4x8 M-1.5x3 1114-6x6 1 1• b b 1-08-02 2-00-05 2-03-09 J' 6-00 <0 0.,.‘G PROF, s>© w�? T ✓�V `x 89782PE 1- JOB NAME : 17-A PLAN - FGIRD Scale: 0.5082 40 WARNINGS: GENERAL NOTES, unless otherwise noted: QREGON �'� Truss: FGIRD 1 Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and s for an individual &may +{/ ��5.�. and Wemmgs before construction commences. building component.Applicability of design parameters end proper R 'l R `C_ 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility W me building designer. \ 3.Additional temporary bracing to Insure stabinty during construction 2.Desitin assumes the tap and bottom chords to be laterally braced et --A U L la the responsibility 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 structure Is the responsibility f the bundin deal continuous sheathing such as plywood sheathing(TC)and/or dryxall(BC). pone ty o g goer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 0 4 8 2 3 4.No bad should be applied to any component until after all bradng and 4.Installation of truss is me responsibility of the respective contractor. fastener.are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non.senosive endronment EXPIRES: 12/31./201'..6 TRANS I D: LINK design lads be 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 all supports shown.Shim or wedge if November 3,2015 fabrication,handling,shipment and Installation of components. necessary. 7.Pates assumes aced on dboth is Buss,d. and The design is furnished subject to me limitations set IoM by S.Plates shell be loafed on both feces of trues,and planed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. Ones coincide with Joint center Ines. Mrrek USA,Inc/Com uTrus Software 7.6.6 1 L E 9.Digits indicate size of plata in inches. P ( to.For basic connector plate design values see ESR-1311,ESR-19813(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=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT 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" -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. '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 m 0.133" MAX TC PANEL LL DEFL= 0.001" @ 0'- 8.2" Allowed = 0.059" 0-11-09 MAX TC PANEL TL DEFL= -0.001" @ 0'- 7.9" Allowed - 0.088" T f 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 4 N in the plane of the truss only. 0 r- 0 I �� o 111114-=4 11104-=1111, -3x4 l b y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 6-00 ��co �,NGINE&• / 2 c� 17 :9782PE JOB NAME : 17-A PLAN - FJl ,r ../ Scale: 0.6771 . , MI WARNINGS: GENERAL NOTES, unless otherwise noted: One �} / 4,3 Truss: FJ1 1.Builder and erection contractor Mould be advised of all General Notes 1.Thls design b based only upon the parameters shown and I for an IndMdual E "r W R' G O N N' and Warnings before construction commences. building component.Applicability of design parameters and proper 1587 2Uq d 2.L4 compression web bredng must be Metalled where shown+. incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chortle to be laterally braced at 94 R y A 5 <Q "�' 3 Additional temporary bracingto Insure stability during construction2'c.c.and a110'o c.respectively unless braced throughout Meir length by irNI �y/{ Is the responsibility of the erecta.Additional permanent bradng of continuous sheathing each as piyxood sheathing(TC)and/or drywall(81). , U.L ?`.\DATE: 11/2/2015 the overall structure Is the reaponelblllty of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ 4 SEQ.: Ki 5 0 4 8 2 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition"or aaa. 5.CompuTrus has no control over and assumes no responsibility la the 5.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.Metes aabel caedotedrainage'o truss. November 3,2015 5.This design is famished subject to the limitations set forth by S.Plates shall be located on both faces d truss,antl placed co theft center TM/MCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate else of plate In Inches. MITek USA,inciCompuTrus Software 7.6.6(14S 10.For basic connector plata design values see ESR-1311,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 CC: 254 KDDF #110TR LOAD DURATION INCREASE = 1.15 1-2-( 0) 86 2-6=(-31) 40 6-5=1 -3) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 56 WEBS: 254 KDDF STAND 3-4=(-32) 40 5-8=(-44) 55 3-8=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF BC LATERAL SUPPORT <- 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF 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" -144/ 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. 1' 1' • BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICON D. 2: Design checked for net(-5f) 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ps uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14.00 7 MAX 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" • �� o- MAX HORIZ. LL DEFL= -0.003" @ 5'- 7,0" �Iy MAX HORIZ. TL DEFL= 0.003" @ 5`- 7.0" 0 NEM N Design conforms to main windforce-resisting system and components and cladding criteria. �� Wind: 140 mph, h=21.Bft, TCDL=9.2,HCDL=6.0, ASCE 7-10, o f ‘,7 411111111111 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1oad duration factor=t..6, r M-1.5x4 Truss designed for wind loads o �2 7 in the plane of the truss only. o 6 7 M-3x4 1 M-3x5 POTSHELF TO 2'-6" MAX TO SUPPORT UP TO 30psf • b l • y 1-03-12 4-08-04 .3 3' y '3 1-00 1-05-08 4-06-08 3. b b y 2-05-08 1-00 3-06-08 b y 6-00 O PROVIDE FULL BEARING;Jts:2,4,8 ', U N. PR Opt ��\'� 0AGINEF� s/0 :9782PE �� JOB NAME : 17-A PLAN - FJ2 ,--1! , Scale: 0.5943 4 WARNINGS: GENERAL NOTES, unless otherwise noted: ,�yys '•7 OREGON 4'�' Truss: FJ2 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual «"� 2 � �� end Warnings before construction commences. building component.Applicability of design parameters and proper J^/}�a 2.2x4 compression web bracing must be Installed where snows+, Incorporation of component Is the responsibility of the building designer. j,,, \_ 3.Additional temporary bracing to Insure stability during conabuction 2.Design assumes the top and bottom chorda to be laterally braced at '` /tiA V le the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectivelypunless braced throughout their length by /^. DATE: 11/3/2015 the overall structure le be responsibilityof the building designer. continuous sheathing such as plywood sheathing(TC)and/or dryxall(BC), 3.2x Impact bridging or lateral bracing required where shown n• SEQ.: Ki 5 O 4 8 2 5 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-oonoslve environment. and are for'dry condition.of use. EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. 5.CompuTn,s has no control over and assumes no reaponslbllity for the 8.Design assumes lull beenng et all supporta snows.Shim or wedge if November 3,2015 necesfabrication,handling.shipment and Installation of components. Sssign as: 8.Platassumes adequate b oface to truss,d. and 6.This design is furnished subject to me limitations set rode by 8.Plates shall be located on both tease of was ane obese so their canter TPIANTCA In 8C51,copies of which wig be furnished upon request, lines coincide with Joint center lines. 5.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.601.)-Z 10.For basic connector plate design values see E5R-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.6" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0'• O.C. 2-3=(-360) 294 3-4=( -71) 42 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12•'00. LION. 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) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 92V 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/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 TC PANEL LL DEFL= 0.020" @ 1'- 9.9" Allowed = 0.345" 1 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 Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. 3 Wind: 190 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), (j load duration factor=l.6, N Truss designed for wind loads ,-1 in the plane of the truss only. cm 0 rl 0 f frf l2 1 o �� -/ I 5** 0 M-3x4 1 y b y y ..c. . PR OF4-„, 1-00 3-10-0e 2-00-01 ti GI N 9 �- (PROVIDE FULL BEARING;Jts:2,5,3,4 `c :9782PE JOB NAME : 17-A PLAN - DJ6 ' . Scale: 0.4067 WARNINGS: GENERAL NOTES, unless othawlse noted: C✓ - T ru s s: DJ 6 1.Builder and erecuon contractor should be addend of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual "q •-E G O N N and Warnings before construction commences. building component.Applicability of design parameters end proper .Q /�/� 20 4i5" 2.2x4 compression web bracing must be installed where chow"5. incaporeeon of component is the responsibility of the building designer. e.A q RY 1C. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by end bosom chorda to be laterally braced at .]" b the responsibility o!the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `NI DATE: 11/2/2015 the overall structure is the responelbniy of the buildingdesigner. continuous0cepstsheathingr such bs plywood requiredsheathere C)asmand/a drywen(ec>. pA U L +� 9 3.in Impactoffrubridging is lateral bracing where shown contractor. SEQ.: K1504826 4.No loads areltlbeleteantonocomponentunitleerelleaterhor 5.DesigntasuftrussIsfesaretoneuseierare.conosviron fasteners are complete and at no time should any loads greater Men 5.Design assumes trusses are to be used in anon-carosive environment TRANS I D• LINK design loads be applied to any component. and are for'dry conditionor use. 5.Can uTnts has no control over and assumes no red B.Design assumes fait bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 p ponsibiliy for necessary. fabrication,handling.shipment and installation of components. T.Design assumes adequate drainage is prodded. November 3,2015 8.This design Ie furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their canter TPI/TCA In BCSI,copies of which will be furnished upon request. lines coincide with join(center lines. 9.Digitsindicane size of plate In Inches. MiTek USA,Inc/Cam uTrus Software 7.6.6(1L E 10 Fan beak connector plate design values ues oho ESR-1311,ESR-198e(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/Cq=1.00 TC: 204 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-1 0) 86 2- 6=(-164) 245 6- 7-1 -16) 73 5-10=(-446) 240 2x6 KDDF #1&BTR T2 2- 3=1-496) 110 6- 8=( 0) 0 7- 3-( -29) 59 BC: 2x9 KDDF #1&BTR LOADING 3- 4=1-400) 121 7- 9-1-199) 296 3- 9=)-107) 159 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5-(-293) 112 9-10-( -47) 72 9- 4-(-167) 139 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V 9- 5-(-135) 353 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+01( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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/ 604V -81/ 131H 5.50" 0.97 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. 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 1IPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL - 0.008" @ 3'- 1.1" Allowed= 0.254" 2-11-09 3-00-07 MAX TL CREEP DEFL = -0.013" @ 3'- 1.1" Allowed= 0.339" 1' 1' 1' 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' ' ;wolf 1' M-4x6 M-3x9 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5 -/ 14.007 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4G'1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DIY), se load duration factor=1.6, M-4x6 Truss'designed for wind loads 3 in the plane of the truss only. �� o 0 I m Cit 8 I� o 9 0 Lo �� 1� r M-3x8 M-1.5x3 o ,e- _ o 0 0 M-3x4 M-3x5 1 M-3x4 POTSHELF TO 2'-6" MAX TO SUPPORT UP TO 30psf ) b b J 1-09-12 0-10-11 3-03-09 1-00 1-11-os 4-oo-o8 f PROF. y2-os-os o-06 3- 06-08 b• ��� NGIN E /a ), 1 ` 89782PE �V 6-00 JOB NAME : 17-A PLAN - FJ3 `"�"'.' ..• Scale: 0.4240 .�y OREGON • YJ WARNINGS: GENERAL NOTES, unless otherwise noted: '4" 7/'jv r.^h ss- Truss: �''J3 i Budder and erection contractor should be advised o/all General Notes 1.This design Is based only upon the parameters shown end is for en individual Uq RY 5 ,P 0,.'s- ,. and Warnings before construction commences. building eomponenl.Applicability of design parameters and proper 1761. 2.2x4 compression web bracing must ba Installed where shown+ Incorporation of component Is the responsibility of the building designer. �,` 3 Additional temporary bracing to Insure stability during construction Z Design easumea the top and bottom chorda to be laterally braced al Ps U L ['\v Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respecsvely unless braced throughout their length by !"� `` DATE: 11/3/2015 the overall structure le the responsibilityof the building designer. 2 impact sheathing or such ea ac plywood air a where s 0anmo7 drywe1118C). 9 4.le llatio bodging N the boning required where shown contractor.+ .S F..Q.: K I rJ O 9 8 2 7 4.No bad sa relc be een Io ono comp anent arc load eg eretlnhand 5. of is tes are to i the reaped5ei viron K fasteners are complete and at no gine should any loads greater than 5.Design assumes trusses are b be used In a noncortosive environment, n �y l� �d�* TRANS I D: LINK design loads be applied to any component. end are for'dry condition'of use. EXPIRES: 12731 X20 I'V 5.CompuTrue has no contra over and assumes no responsibility for the 6.Dsign assumes full beating al all supporta shown.Shim or wedge if necessary. November 3,2015 fabrication,handling,sNpmenl and Inslatiaiion of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMWTCA M SCSI,copies of which will be furnished upon request. Anes coincide 0Ah joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(11-Z I0.For basic connector plate design values see ESR-1311,ESR-1966(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&RTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=( -81) 107 6-5=( 0) 18 BC: 2x4 RODE #1613TR SPACED 24.0" O.C. 2-3=(-179) 26 5-7=(-104) 137 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -58) 45 3-7=(-163) 125 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC.LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 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/ 0H 1,50" 0.14 KDDF ( 625) 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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" 3-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f - fMAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.169" MAX TL CREEP DEFL= -0.007" @ 2'- 3.8" Allowed= 0.225" -/ MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.079" MAX BC PANEL TL DEFL= -0.006" @ 4'- 0.2" Allowed = 0.199" �� MAX HORIZ. LL DEFL - -0.011" @ 5'- 8.6" 12 MAX HORIZ. TL DEFL = 0.012" @ 5'- 8.6" 14.00 7 M-4x6 Design conforms to main windforce-resisting 3 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.:, Exp.B, MWFRS)O0 r), tj� o:;) load duration factor=1.6, Truss desi d, gned for wind loads in the plane of the truss only, IIVIPEIMINEMI o � _- 11 31 o M-1.5x3 0 M-3x4 M-3x5 y y b 2-03-12 3-08-04 y y i' y ,¢_q P R OFtsS 1-00 2-05-08 6-00 3-06-08 C tAGIN EF /p (PROVIDE FULL BEARING;Jts:2,9,7 4 9 • 'rV 8.782PE �1- • JOB NAME : 17-A PLAN - FJ4 r, r Scale: 0.4569 fo."7 WARNINGS: GENERAL NOTES, unless otherwise noted; .�y OREGON '� "'� Truss: FJ4 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en kdividual �a &A 9 �` and Warnings before construction commences. building component Applicability of design parameters and proper -"7 Z.254 compression web bredng must be Metalled where shown+. incorporation d component Is the responsibility of the building designer. 'Fir 3 Adddbnel temporary bracing to Insure stability during construction 2.Design assumes the top and bodom clwraa to be laterally braced at �� �`. Is the responsibility of the erector.Additional permanent bracing d 2 o c.and at 1g'o c respectively cdvdy unless braced throughout their length by `` DATE: 11/3/2015 the Durrell structure is Me responsibility of the buildingdesigner. continuous sheathing such as plywood aheaming(TG)and/or drywatl(BC). 9 3.2s Impact bridging or lateral bracing required where shown s SEQ.: Ki 5 0 4 8 2 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of Me respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTras has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if fabrication,handl) Design assumes November 3,2015 handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center TPIAYTCA in SCSI,copies of which colli be furnished upon request. lines coincide with Joint center linea. 9.Digits indicate size o/plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(11.}Z 10.For basic connector plate design values see E5R-1311,ESR-1985(MRek) 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 4116BTR LOAD DURATION INCREASE - 1.15 1-2=1 0) 86 2-6=(-122) 140 6-5-( 0) 18 BC: 2x4 KDDF g16BTR SPACED 24.0" O.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 U- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -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 10PSF LIVE LOAD. TOP ICOND. 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" 9-11-09 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.219" T T MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.292" 4 -U MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" MAX TL CREEP DEFL- 0.000" @ 0'- 0.0" Allowed = 0.039" 0 MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 14.00 P Design conforms to main windforce-resisting 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-4x6 load duration factor=1.6, 3 0 Truss designed for wind loads 1 in the plane of the truss only. M-3'''= k. ... o AIB o s. -U l �e �m rOM-1.5x3 N o f .i 6 o M-3x4 M-3x5 y 2-03-12 y 3-08-04 y t.D PRVFFtc ,1 y . k <<, ,` s 1-00 2-05-08 6-00 3-06-08 ,,,c? �`G'N F'4 �Q� [PROVIDE FULL BEARING;Jts:2,4,7 (e(/ 17 `r 89782PE v- .. JOB NAME : 17-A PLAN - FJ5 Scale: 0.4005 (n WARNINGS: GENERAL NOTES, unless otherwise noted. 4,OREGON C7^' C4- 1 Bu Iden and erection contractor should be advised of all General Notes 1 This design Is based only upon Me parameters shown and is for an indwidual 1'9A- !��Y C" hS Truss: FJ5 and Warnings before construction commences. building component Applicability of design parameters and proper C/ �1�"' Z.2x4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of Me building designer J,.. t� 3 Addlibnal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced et 'y /1�U L C�` Is the responsibility of the erector.Adtlllbnel permanent bracing of 2 0.0.end et 10 o c respectively unless braced throughout Weir length by /"'� `` continuous sheathing such as plywood sheathing(TC)and/.drywall(BC). DATE: 11/3/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: K 15 0 4 8 2 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responeiNlity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ereto be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and Installation of components. Design assumes. November 3,2015 S.This design is furnished subject to be limitations set forth 8.Design hallbellocated oth face Is was, . 9 by 8.Plates c snail with join on both feces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be famished upon request. limas coincide wide joint center lines. 9.Digits indicate else of plate esiges. Wel,USA,InciCOmpaTrws Software 7.6.6(1 L}Z 10.For basic connector plata 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/DOF/Cq=1.00 TC: 2x4 KDDF k1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=1-174) 179 6-5=( 0) 18 BC: 2x4 KDDF #16RTR SPACED 24.0" O.C. 2-3=(-237) 65 5-7=1-224) 230 5-3=( 0) 52 WEBS: 2x4 RODE STAND 3-4=1-140) 104 3-7=1-275) 268 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT k= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 400V -122/ 276H 5.50" 0.64 KDDF ( 625) LL = 25 POE 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 IOPSF 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" 5-11-09 MAX LL DEFL= 0.011" @ 2'- 3.8" Allowed = 0.254" 1' '( 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" • 1M-3x4 Design conforms to main windforce-resisting system and components and cladding criteria. 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=1.6, Truss designed for wind loads orn the plane of the truss only. m 0 4641114111416, 0IIII�o /--1o1 y y J, 'S(C PRnets 2-03-12 3-08-04 J.: k y J, tJGIN •F /© 1-00 2-05-08 6-00 3-06-08 yy.{i - ,rl: (PROVIDE FULL BEARING;Jts:2,7,4 I 4W :9 7 82 P E �r JOB NAME : 17-A PLAN - FJ6 `'��f Scale: 0.3555 .�y /'� 4 WARNINGS: GENERAL NOTES, unless othenwiee noted: 7/�.OREGON rte ^' ae,,, Truss: r'J 6 1.Builder and erection contractor should be atlWaed of an General Notes 1.This design in based only upon the parameters shown and Is for an intlivitlud �,' Imo/.� rf V s( and Warnings before construction commences. building component.Applicability of design parameters end proper 1J V 2.2x4 compression web bredng must be installed where shown a. incorporation of component Is the responsibility of the bulking designer. /... 3..Additional lemporery bracing k insure stability during construction 2.Design assumes the top and bosom chords is be laterally braced at •{ /tiA ('�\ Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.such unless braced ftE)and/or Mdr length by I" DATE: 11/3/2015 the overall structure is the responsibilityof the building designee continuous sheathing such as plywood required sheathing(TC)and/or nrywall(BC). 3.2x Impact bridging or Island bracing where shown+• SEQ.: K 1 5 0 4 8 3 1 4.No load should be applied to any 85,0 than component after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no rime should any loads greater en 5.Design assumes trusses are to be used In a non-corrosive environment 1 TRANS ID LINK design toads beappleamenynemponent and arefor•dryconddlon.ofuse. EXPIRES: 12/31/2016 5.Command has no conbd over and assumes no responsibility for the S Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handling,shpment and installation of components. necesaery. November 3,2015 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations sal forth by 5.Plates shell be located on both faces of truss,and placed so their center TPIN TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. G.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L(-Z 10.For basic connector plate design values see 158-1311,ESR-1988(MRek) 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 #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-334) 185 3-4=( -83) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. _ LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 92.0 POE 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 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 = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed - 0.128" 3 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 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '14 load duration factor=1.6, La Truss designed for wind loads E--- in the plane of the truss only. 0 co 0 ti /- to Eli 0 M-3x4 y 1-00 y (PROVIDE FULL BEARING;J6-DtDs:2,5,3 0-�� -09 ,�co'�c. \AG1NEF,`sj0 8.782PE 1"....„. JOB NAME : 17-A PLAN - FJ7 • /� • Scale: 0.3754 1/ s•/� L' ............ WARNINGS: GENERAL NOTES, unless olherMse noted: Co, 40 Truss: FJ7 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 individualJ 1! OREGON �_ and Warnings before construction commences. building component Applicability of design parameters and proper JIr Z.Pz4 compression web brad ng must be Installed where shover PP 44ihr Incorporation of component la the responsibility of me building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bosom unless braced to be laterally braced et 'Sr �q R y 5 J� is the responsibility of the erector.Additional permanent bradng of 2'o c and et 10'o c reach a.sly throughout their length by 41,444 DATE: 11/2/2015 Me overall structure 4 the responsibility of the braiding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC) /'}U L \ 3.in Impact bridging or lateral bracing where shown on SEQ.: El5 0 4 8 3 2 4.No load should be applied to any component until after all bracing and 1.Installation of it ms Is the responsibility of the respectNe contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are mr'dry conditionof use. 5.CompuTeas has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessfabrication,banding,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.This design is furnished subject to Ne limitations set forth by e.Plates shall be located on both faces of buss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. Tins coindde with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.8.6 9.Digits indicate size of plate In Inches. 1 LE P ( } 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 7'- 11.6" 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: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2-3=(-417) 361 3-4=(-107) 44 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 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 5Q.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" @ -I'- 0.0" Allowed = 0.100" 0 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" 3 Design conforms to main windforce-resisting 12 jj 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=1.6, Truss designed for wind loads N in the plane of the truss only. 0 o rn ,- I 5�� u o f. 1�, epi 1 o M-3x4 PR y1-00 >- 6-00 y 1-11-09 >' 1wcoC(•. NC,a, jv OE'Fs`s/O. (PROVIDE FULL BEARING;Jts:2,5,3,9 !,v :9782PE 9f" JOB NAME : 17-A PLAN - FJ8Z,/�%7 ' • Scale: 0.3910 r. WARNINGS: GENERAL NOTES, unless otherwise noted: Ea, OREGON c,, 1 Builder and erection contractor should be advised of ail General Notes 1.The design is based only upon the parameters shown end Is for an IndNidual ',- Truss: FJ8 and Warnings before construction commences. buildidesignng ng component.ponenttApplicabilitythe of responsibility parameters and proper 2.2x4 compression web bracing must be Metalled where shown+ Incorporation of component Is the reapanalb Ily of the building tleslgner. � 4 ,<<„,� 3 Additional temporary bacbhg to Insure viability dating construction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o c.end at 10'o c.respectively unless braced throughout their length by /� continuous sheathing such as plywood sheathing(TC)and/or dryean(Bc>. "+ PA U L � DATE: 11/2/2015 l the overall structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ SEQ.: K1504833 4.No bad should be applied to any component until-after all bracing and 4.Installation of is the reaponslbllity of the respective contractor. fasteners are complete and el no time should any loads greater Men 5.Design assumes trusses are b be used in a non-oorrosive environment, TRANS I D: LINK design loads be applied to any component and are far'tlry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes foil bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabricotion,handling.shipment and installation of components. 7.Design ssumes adequate drainage Is provided. November 3,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of trues,end placed so their center TPIIWTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center line. MtTek LISA,IncJCom uTms Software 1E 7.6.6 9.Digits Indicate else of plate In Inches. p ( )-E 10.For basic connector plate design values ase ESR-1311,ES11-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.2" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #11010 LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-471) 919 3-4=(-110) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HONE 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/ 901H 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. q 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" I), 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 BORIS. LL DEFL = -0.009" @ 8'- 9.4" • MAX BORIS. TL DEFL = -0.009" @ 8'- 9.4" • Design conforms to main windforce-resisting • system and components and cladding criteria. I 3 12 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.0017 i (ADO Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fr load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o I m 0 0 0 ,y N P� O o M-3x4 1-00 y 6-00 y 2-10-03 y <. c,,NGI - '''''' PROM DE FULL BEARING;Jts:2,5,3,9 I ct-(41 •9782PE 9� JOB NAME : 17-A PLAN - FJ9 j10, -If Scale: 0.3102 ,,/ WARNINGS: GENERAL NOTES, unless otherwise noted: Eirifif „, 1 Builder end emotion contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an Individual 'v OREGON ,s, Truss: FJ9 and Warnings before conslmctioncommences. buildIngcomponent.Applicability ofdesl sere and design parameters proper Q 2 2x4 compression web bracing must be Installed where shown+ incorporation of component b the responsibility f Me building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom seechords to be laterally braced at �4,,�y�q I�y le the responsibinry or the erector.Additional permanent bracing of 2'o c and at 10 o e.respectively unless braced throughout melt length byNI DATE: 11/2/2015 the overall structure Is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) fl, n�L pone ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ PAUL SEQ. : K 1 5 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 respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of toss,end pieced so their center TPIAATCA In SCSI,copies of which will be furnished upon request. lines coincide calm joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompaTros Software 7.8.6(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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF X1&BTR SPACED 24.0" O.C. 2-3=(-312) 185 TC LATERAL SUPPORT 0= 12"0C. UON. LOADING 3-4=( -68) 0 BC LATERAL SUPPORT 0= 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" 9.5" 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 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 "ow 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" 0 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 19.00 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, 'y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . load duration factor=l.6, a, Truss designed for wind loads o in the plane of the truss only. on o , ��IMIMIOMIMMIMIIIIIIMIMMIMI u 0 0 M-3x4 1 1-006-00 0-09-08 �, '1NGINE,F9 /q 'PROVIDE FULL BEARING;Jts:2,5,3 rrZ,� `t' 89782PE fir` JOB NAME : 17-A PLAN - FJl 0 ,/ --..,.'' • Scale: 0.3869 •MI ~WIGS: GENERAL NOTES, unlessothemdse noted: t.. Truss: FJ 1 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 IndNldual '" O R 1:.G...ON , and Warnings before construction commences building component.Applicability of design parameters and proper 7 flC EG ON 2z4 Cocompresn web bracing must be installed where shown+ incorporation I component la the responsibility I the building designer. 3 Additional temporary bracing to Insure stability lacing construction 2 Design assumes the top and bottom chords to he laterally breced at "5', q R 5 ,acGF`� la the responsibility of the erecta.Additional permanent bracing of 2 o c.and at ig'o c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 2 continuous sheathing or etch as plywood air et where s and/or dons lilac). der /"v4 U L. \ 4.No bad should be applied a an 3.2z Impel bridging or lateral bracing required where shown++ P SEQ.: K 15 0 4 8 3 5 pili y component u^bi after all bracing and 4.Installation of Ilea Is me reapopaaility of the respective contractor. fasteners are complete and al no lime should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component end aro for'dry condition.of use. Design 5.CompuEra has no control over and assumes no responsibility for the 8 necessa assumes full bearing al a supports shown.Shim or wedge N EXPIRES. 12/31/2016 2016 fabrication,handling,shipment and installation of components. ry. 8.This design isfurnished subject tothe limitations set forth by 8.Plates hbea°'edoteothfelo sueprodsed. November 3,2015 8.Plea c shall be locateds on both faces of Was,and placed Eo their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. MITek USA,Inc./Com uTNs Software 7.8.6 1 L E 9.Digits Indicate size of plate In Inches. p ( )- 19.For basic connector plate design values see ESR-1311,ESR-1908(MITek) 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 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <— 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-08 6-09-08 T T - 1z IIM-9x9 12 19.00 3 N 19.00 B8 2 I u L1111 � I M-3x4 M-3x9 <(,-" OPR(Fe y1-00 b 13-07 y1-00 b ,So\) GINE' 4 • :9782PE �< JOB NAME : 17—A PLAN — G1 r'' � Scale: 0.3109 40 ' Pr L NOTES, unless otherwise N1 Builder and erection contractor should be advised of all General Notes Gt.This design is based only upon the parametteers shown and la for an indNldual ^•• Truss: G 1 and Warnings before construction commences. building component Applicability of design parameters and proper �. ��/OREGON d T. 2 2x0 comers Son web bracing must be Installed where shown+. Incorporation of component is Ma responsibility of the building designer. ..a7� Uq R Y 2 Q° 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et <j-. la the responsibility of the erector.Additional permanent bracing of 2'o c.end at 10'o a respectively unlace braced throughout melt length by �` V DATE: 11/2/2015 the overall structure Is gra responsibility of the buildingcontinuous sheathing each as plywood sheathing(TC)ng(TC)arM/or drywall(BC). • p, n U L pons ty designer. 3.2x Impact bridging or lateral bracing required where shown++ /`1 SEQ. : Ki5 0 4 8 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads 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'dry condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Dearing et alt supporta shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components.. necessary.ass T.Designssshall adequate drainage to trusded.s, November 3,2015 8.This design is furnished subject to Me limitations set loth by 8.Plates shall be located on both latae of tNsa,and placed so their center TPIAYICA In SCSI,copies of which will be furnished upon request linea coincide with joint center lines. 9.Digits indicate aloe of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E t0.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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-67) 389 3- 8=(-212) 241 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-565) 174 8- 6=(-56) 305 8- 4=(-219) 913 WEBS: 2x4 KDDF STAND 3- 4=(-438) 228 8- 5=(-212) 241 LOADING 4- 5=(-438) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-565) 174 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 POP Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I'- 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/ 684V 0/ OH 5.50" 1.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6-09-OB 6-09-08 MAX TL CREEP DEFL= -0,003" @ -1'- 0.0" Allowed = 0.133" 4 T 4' MAX LL DEFL= 0.009" @ 6'- 9.5" Allowed = 0.633" 3-05-04 3-04-04 3-04-04 3-05-04 MAX LL DEFL= -0.002" @ 14'- 7.0" Allowed = 0.100" ' 4' T 4' 4' MAX TL CREEP DEFL= -0.003" @ 14'- 7.0" Allowed = 0.133" 12 12 MAX BC PANEL TL DEFL= -0.019" @ 3'- 1.7" Allowed = 0.400" M-4x6 14.00 7 N14.00 MAX HORIZ. LL DEFL = 0.004" @ 13'- 1.5" 44.0" MAX HORIZ. TL DEFL = 0.006" @ 13'- 1.5" AC 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-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 .M-1.5x3 3 AIL IIL 0 0 ti ti ut lid .�i 0 Jul I 0 1 M-3x4 M-3x8 M-3x4 0 y y y Q PROpt- 6-09-086-09-08 ,<((,V, Cssyy yy NGCN ', / 1-0013-07 1-00c,„N. , . 4 0' <c, 'r 8.782PE re' JOB NAME : 17-A PLAN - G2 /// scale: 0.2737 Yr, �•/ ........... WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: G 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individualJ 9 OREGON � and Warnings before construction commences. building component.Applicability of design parameters and proper '4 2 2Oa'` �" 2.2x4 compression web bracing must be installed where shown+. incorporation of component is Me responsibility of the building designer. �n �A�. 3.Additional temporary bracing to Insure stability tlunng construction 2,Design assumes Me top and bottom a to be laterally braced at ^1I b the responsibility o!the erector.Additional permanent bracing of 2'Ac,and at 10'o.c.respectively unless braced throughout Meir length by DATE: 11/2/2015 the overall structure is Me responsibility of the building tlesl continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). "A U L ��� g 9irer. 3.2x Impact brror lateral brecing rewired where shown++ SEQ. : Ki 5 O 4 8 3 8 4.No load should be applied to any component until after all bracing and 4.Installation off truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a nommmosive environment, TRANS ID: LINK design bads be applied to any component and ere for`dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Desitin assumes full bearing al all supports shown.shim or wedge 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 forth by 8.Plates shell be located on both feces of truss,and placed so their canter TPI/WTCA 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(11.)-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 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: 2x4 ROOF 1116BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5142) 1140 1- 7=(-694) 3072 7- 2a( -398) 1890 BC: 2x8 ROOF #16BTR WEBS: 2x9 KDDF STAND; 2- 3= -3938) 1002 7- 8=(-692) 3056 2- 8=(-1196) 380 2x8 DF SS A LOADING 3- 4=()-3966) 1000 8- 9=(-962) 2230 8- 3=( -724) 2774 LL = 25 PSF Ground Snow (Pg) 4- 5=(-4169) 914 9-10=(-972) 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) 2978 9- 4=( -178) 272 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL) 420.8)+DL( 306.2)- 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10-( -2) 174 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 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" ADDL: BC CONC LL+DL= 3071.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1269/ 5668V -228/ 219B 5.50" 9.07 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -812/ 36161/ 0/ OH 5.50" 5.79 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \A/ 9" oc in 1 row(s) throughout 204 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /X\/X\ ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, 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" 3-09-10 2-11-14 2-11-14 3-09-10 MAX HORIZ. LL DEFL = -0.005" @ 13'- 1.5" f 1' fMAX HORIZ, TL DEFL = 0.011" @ 13'- 1.5" 12 12 M-5x6 14.007 14.00 Design conforms to main windforce-resisting 3 5.0" system and components and cladding criteria. �A. Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, '� YY @ HANGER BY OTHERS TO APPLY (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, CONC. LOADS) EQUALLY TO ALL MEMBERS, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 2 4t A . M-5x16 M-5x16 AIL. i, 0 , . 1M, MI N L44\, 0 iiiilliti 111M IIKII /7' of 1•• 7 '-'7 8 9 10 ''. o o M-3x8 M-5x10 M-5 1x10 M-3x8 o gyp y y y 3 3071$ @ y y ��p I"R QFr y 3-07-14 2-04-02 1-07 2-04-02 3-07-14 y y �e, 3 NG^�NL c;� • 13-07 1-00 �/ 4 :9782p rr JOB NAME : 17-A PLAN - G3 �"�-.-�'�%� • Scale: 0.2633 Cest' 41 WARNINGS: GENERAL NOTES, unless otherwise noted: -v OREGON q� Truss: G 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 mdwidual and Warnings before construction commences, building component Applicability of design parameters and proper 11/5) Uq R. c�. 47-• Q� 2.204 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of me building designer. f_ r� - 3.Additional temporary bracing to Ineum stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at /r /-� {]`'�j DATE: 11/3/2015 Is the responsibility of the erector.Additional permanent bracing of 2 pnuaus athealhinp sum etevely unless braced Mroughoul melt langur Dy 1"a�� j the overall stnmture N the responsibility of the building designer. rnn acing re aired here shown aw and/or drywell(BC). 3.2In impact bridging Is hterel bracing required the respe she o + SEQ. : Ki5 0 4 S 3 9 4.No bad should be applied b any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for'dry condition.of use. 8. EXPIRES:. 12/31/2016'. 5.CompuTrus has no control over end assumes no responsibility for the Design shames fug bearing at all support shown,Shim or wedge if febdoalion,handling,shipment and Installation of components. ry' November 3,2015 8.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is prosded, 8.Plates shall be located on both faces of truss,and placed so their center TPI7wTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center Noes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1388(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 #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=1-99) 174 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 USE 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" -173/ 327V -26/ 83H 5.50" 0.52 RUDE ( 625) 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 RUDE ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 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 IAC 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" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" 0-11-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" T f 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 V 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, TCOL=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 ' w in the plane of the truss only, 0 0 o /- irdijMIIIIIIIIIIIIIVA'a 0 o .,t4 -3x9 b b I 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I. 6-00 • t.D PROFe��r c� GINEF /0 r::::, Lc� 'g .40,.9"`1' 89782PE r JOB NAME : 17-A PLAN - J1 Scale: 0.6771I. '( ` NW • �'„M1 WARNINGS: GENERAL NOTES, unless otherwise noted: ti.e�"y /±(� X40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for an indMdual 74,OREGON e,�, Truss: J1 and Warnings before construction commences building component Applicability of design parameters and proper 2� �, 2 294 compression web bracing must be Installed where shows+ Incorporation of component is Me responsibility of the building designer. �"T9 V I h`, A G V 3 Additional temporary bracing to Insure stablllty during construction 2.Design assumes the top end bottom shards to be laterally braced at 77 �l j"(Y :J �j_.. Is the responsibility of the erecter.Additional parmanml bracing of 2 o c.and Cl 1G o c.respectively unless braced throughout theft length by V DATE: 11/2/2015 the nceren structure Is etre responsible or me buildingdeal continuous sheathing such as plywood sheathing(TC)erhelor drys 1)81) 1 n U L R� N designer. 3.29 Impact bridging or lateral bracing required where shown++ �l SEQ.: K1504 8 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads 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"dry condition.of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31./2016 necessary. fabrication,handling.shipment and installation of components. 7.Design essassumes adedon drainage is truss, November 3,2015 8.This design is rumiehed subject to the limitations set IoM by e.Plates shall be located on bolo faces of hula,and plead so their center TPIM'TCA In SCSI,copies of which will be furnished upon request. Iles coincide with joint center line. 9.Digits Indicate size or 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-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 615BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-9=(0) 0 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-63) 89 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG 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" -39/ 296V -95/ 120H 5.50" 0.97 KDDF ( 625) 1'- 11.2" -199/ 128V 0/ OH 1.50" 0.21 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 RIDE ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 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 = -0.002" @ -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" T l' MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed - 0.250" i MAX BC PANEL LL DEFL= 0.009" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL= -0.023" @ 3'- 3.8" Allowed = 0.339" 19.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" Design conforms to main windforce-resisting /: system and components and cladding criteria. wind: 140 mph, h=21.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, '-I Truss designed for wind loads a, in the plane of the truss only. 0 1 Co O /1-.rjIIIMIMIIIIIMIMIMIMMIIIIIIWAfll O 9 M-3x4 J. l i' 1-00 'PROVIDE FULL BEARING;Sts:2,3,9 16-00 �ti�E� P R QFFss 0NGINE9 /0 . cf2 t- 8.782PE 9r' JOB NAME : 17-A PLAN - J2 • ( /y\�\/ = Scale: 0.6271 TV 3•/�R» L' -.,..,, WARNINGS: GENERAL NOTES, unless ohenolse noted: 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 "V4, OREGON r�- Truss: J2 and WarMngs before construction commences. building component Applicability of design parameters and proper •�}y y 2 284 compression web bracing must be Installed where shown 4. Incorporation of component h the responsibility d the bulking designer. ,q, ; � 3 Additional temporary bracing to Insure atablllty during construction 2.Design assumes the by and bottom chorda to be laterally braced al 7 N �� ' Is the responsibility of the erector.Additional permanent bracing o! 2'o a and e110'o.c respectively unlet braced throughout Mak length byir- DATE: 11/2/2015 the overall abudure is Me responsibility of Me bulking designer. 26Impa us sheathing"5latera as plywood airedsheathere s and/or tlrywell(BC) Pq U R 4.2s ImpaG bridging or lateral bracing required where shown+ SEQ.: K 15 0 4 8 41 4.No bad should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respectNe contractor. 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 I D: LINK design bads be applied to any component. and are for•dry condition.'of use. 5.CompuTnrs has no control over and assumes no responsibility b the 8.Design assumes full bearing at ail supporta shown.Shim or wedge It EXPIRES: 12/31/201.6 fabrication,handling,shipment and Installation of components. 7.Dealgn assumes adequate drainage is provided. November 3,201 5 6.This design is furnished subject to the limitations set forth by 8.plates shell be located on both feces of truss,and placed so their center TPIANTCA in SCSI,copies of which wIll be furnished upon request, lines coindde with joint center linea. MiTek USA,InC.I(:om UTrus Software 7.8.6(7 L E 9.Digits indicate size of plate In Inches. p 10.For basic connector plate design values see ESR-1311,ESR-1985(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 HOOF #1913TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 HOOF 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=15ft, TCDL=4.2,BCDL-6.S, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0.PIE 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. Note:Truss design requires continuous • bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-00-04 0-05-12 . 1' 12 9.00 0 M-1.5x3 4 3 IP N I N ,....gigigglIlldll I 2 N I Sli m esM-3x4 M-1.5 5x3 1 3, 3, 1-00 3-06 kc..?"'EQ PROF(r6,s E.. '' 8.i. �d 9782PE �l- JOB NAME : 17-A PLAN - H1 ,,, Scale: 0.6556 �� WARNINGS. GENERAL NOTES, unless otherwlsenoted' C., "q GREG©N I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual y 5N Truss: H1 and Warnings before construction commences building componentApplicability of design !J g vary of parameters and proper (icy Q` 2.2z4 compression web bracing must be installed where shown+. ineorparetbn W component is the responsibility of the building designer. �^ y 3.Additional tem g stability g construction 2.Design assumes the top and bottom chords to be laterally braced at 'l porary bracing to Insure atablli tlurin 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathl TC d/or d all ec /�s y�s� DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ( ) /"'A U r,,, s.-\� SEQ.: Ki5 0 4 8 4 2 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the reepedhre contractor. fasteners are complete and et no time should any loads greeter then 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for*dry condition'.of use. 5.CompuTms has no control over end assumes no responsibility for the 5.Design assumes full Dearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. necessary. 7. 9.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedDesn assumesuoan both fecesdrainagelottruss,and placed so their center November 3,2015 TPIA TCA In BCS1,copies of which wit be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1 L 7.8.8 9.Digits Indicate sine of plate In Inches. P ( )'E 10.For basic connector plate design values see ES11-1311,ESR-1988(Muck) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 22,4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-6=1-271) 415 3-6=(-460) 256 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-486) 228 6-4=(-135) 105 WEBS: 2x9 ROOF STAND 3-4=1 -78) 76 LOADING 4-5=1 0) 0 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL= 25 PSI 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" T T T T 12 Design conforms to main windforce-resisting 4.00 17 M-1.5x3 system and components and cladding criteria. 5 4 Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 111 f load duration factor=1.6, - Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 ro 0 r- .0 kw rn f OO rI 1igllaw 2�� 6 11.-=011 -f 0 M-3x4 M-3x4 b y l 9-02-08 0-07-08 �7 p y 1-00 y .. 9-10 )' ,cO PRQF sS �c.,. .)LANG'N E c9 /6�' 89782PE �� JOB NAME : 17-A PLAN - H2 Scale: 0.4709 • ,- /^ WARNINGS: GENERAL NOTES, unless otherwise noted: v OREGON 43 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 IMMdual Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper ��/� (y' 2 2x4 compression web bredng must be Installed where shown+ incorporation of component Is the responsibility of the building designer. ^s,, V ¢: 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced al 7,9 -I R , 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 /such as plywood sheatng(TC)and/or � DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridgingcontinuouslng orr lateral bracing required where shown 4 drywall(BC) /'•'A U ii-\ SEQ.: K 1 5 0 4 8 4 3 4.No load should be applied to any component until after dl bracing and 4.Installation of Buse Is the responsibility of the respective contractor..fastens are complete end et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for condluon•of use. 5.CampuTrus has no control over and assumes no responsibility for the B.Design assumes mil bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabncation,handling,shipment and installation of components. '.Plass assbemes locaeddrainageisboss,rovided. November 3,2015 6.This design is mmished subject to the limitations set forth by 8.Plates shag located on both laces of Imsa,and placed so their canter TPIIWTCA In BCSI,copies of which will be furnished upon request. line colndde with joint center lines. g. s. MITek USA,Inc./Com uTrus Software 7.8.61E E I Digits lndkeleelceoplate dalgehal P ( 10.Dorbanccate size connectorplate design incvetoes sea ESR-1311,ESR-1988(Weir) 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: 2x9 KDDF 9l&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=) 0) 86 2-5=(-112) 226 5-3=(-106) 168 2x6 KDDF dl&BTR T2 2-3=(-449) 111 5-6=( -62) 90 5-4=(-115) 312 BC: 2x4 KDDF 51&BTR LOADING 3-4=)-229) 99 4-6=(-449) 238 WEBS: 2x4 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 BAG 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/ 604V -85/ 1438 5.50" 0.97 KDDF ( 625) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 6'- 0.0" -205/ 506V 0/ OH 5.50" 0.81 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ____- --=======--a--- - ---- - REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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. " '- . " . " MAX TC PANEL LL DEFL = -0.012008" @@ 3 1'- 71.81" Allowed = 00.236339" 2-11-09 3-00-07 1 116O# 1' MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL - 0.001" @ 5'- 10.3" M-4x6 M-3x4 12 3 4 Design conforms to main windforce-resisting 7 system and components and cladding criteria. 14.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 4 EMI (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. co of 0 ro o f INIMMIMMEMMEMMEMEMOMMEMMEg Lo of i ► 5 -./ M-3x4 M-3x6 M-1.5x3 1 b J' )' 2-10-03 3-01-13 i' k y 1-00 6-00 �� ED PRQp�rss ,.1'.? �NGINEF9 /� `r 89782PE 5"' JOB NAME : 17-A PLAN - J3 • Scale: 0.9899 '-.4, _.'. WARNINGS: GENERAL NOTES, unless otherwise holed (...."y OREGON `^ 1.Bulbar and erection contractor should be advised of all General Notes 1.This design le based only upon the parameter.shown and is for an Indldual ry'° • Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper ��1 ,7V 2.254 compression web bracing must be Installed where shown+. Incorporetbn of component is Me responsibility of the building designer. -5,,,, 0s4 y �I.� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom unless ba to be laterally braced atfiy V� _ is Me reapunsNlllty of the erector.Additional permanent bracing of 2'o.e.end al 10'o.e.reepedNety unless braced throughout mein length by ` V DATE: 11/2/2015 me overall structure b es responsibility of the bulbmg assigner. continuous bridging ng soon as plywood sheathing(M)and/or drywan(ec). �j n U L R` 3.le Impact bridging or lateral bracing rewired where shown*a it SEQ. : K 15 0 4 8 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of was Is the reepon.INitiy of me reepectIve contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used Ina non-conosive environment, TRANS I D: LINK design loads be applied to any component and are for condition.or use. 5.CompuTrus hes no control over and assumes no responsibility for the s.Design assumes full bearing al all supports shown.Shim or wedge Ir ssary. EXPIRES: 12/31!2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 S.This design Is furnished subject to the rmtiations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP1iWTCA in BCSt,copes of which will be fumished upon request. (toes coincide with joint center lines. uTms Software 7.8.6 1 L E 9.Digits Indicate size of plate in inches. MiTek USA,Inc./Com p ( ) 10.For basic connector plate design values see EBR-1371,ESR-1988(MiTek) • 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/Cg=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1926) 366 1-5=(-342) 1774 5-2=( -170) 1098 BC: 2x6 ROOF k16BTR 2-3=( -85) 77 5-6=(-333) 1712 2-6-(-1894) 406 WEBS: 2x4 KDDF STAND LOADING 3-4-1 -10) 4 6-3=( -129) 103 LL = 25 P5F Ground Snow (Pg) IC LATERAL SUPPORT <= 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 <= 12"OC. UON. BC UNIF LL( 115.6)+DL( 98.6)= 219.2 PLF 0'- 0.0" TO 9'- 10.0" V 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" -263/ 1343V -42/ 117H 5.50" 2.15 ROOF ( 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL= -0.031" @ 5'- 4.1" Allowed - 0.446" MAX TL CREEP DEFL- -0.063" @ 5'- 4.1" Allowed = 0.594" MAX HORIZ. LL DEFL = 0.007" @ 9'- 2.5" 5-05-19 3-10-06 0-05-12 fMAX HORIZ. TL DEFL= 0.012" @ 9'- 2.5" 12 4.00 I7 Design conforms to main windforce-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), ul '� load duration factor=1.6, Z 111 e Truss designed for wind loads in the plane of the truss only. ,M-4x4 2 c •0 co I 0 I M Iver O 1 5 6 1.444 ,, o M-5x10 M-3x6 =M-6x6 J, . 1 l 5-04-02 3-10-06 0-07-08 b )' CQ pRQF 9-10 C'<�NGINEs� c. 'A90. -w 189782PE JOB NAME: 17-A PLAN - H3 0."\- ::::r Scale: 0.5114 40 WARNINGS: GENERAL NOTES, unless olhervdae tasted: '"9 OREGON a� �` Truss: H 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 bran individual �� 2��Ry A J ��'}�,+ end Warnings before construction commences. building component.Applicability of design parameters end proper AA) 1 6 ,C.- 2 204 compression web bradng must be Installed where shown 4. incorporation of component Is the responsibility o the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be latently braced al h �,�Y DATE: 11/3/2015 Is the responsibility of the erector.Addlllonai permanent bradng or r o.c and et 10 e.c respecuvely unlace braced throughout ndi d Ir lengthIby /"� Ore overall structure Is the responsibility continuous sheathing such as plywood sheathing(TC) rywe( ) pon ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K1504845 4.No bed should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inanon-corrosive environment, and ere f1ryconon-corrosivelon'ofuse. EXPIRES: 12/31/2016 TRANS ID: LINK deslgntoadabeappeedtoamycompoeent 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes fail bearing al all supports shown.Shim or wedge if November 3,2015 fabrication,handing,shipment and Installation of components. neceeaery. 7.Design assumes adequate drainage Is prodded. 6.This design is furnished subject to the ll is sat forth by B.Plates shall be located on both faces of truss,and placed so their center be fu TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. Welt USA,Inc/CompuTrus Software 7.6.8 i L E 9.Digits Indicate size of plate in Inches. ( )- 10.For basic connector plate design values see ESR-1311.ESR-1999(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 81613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-132) 131 TC LATERAL SUPPORT <= 12"OC. SON. 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" -10/ 346V -82/ 194B 5.50" 0.55 EDDY ( 625) 3'- 10.8" -170/ 161V 0/ OH 1.50" 0.26 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 RODE ( 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 IOPSF 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" 3-11-09 MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.079" fMAX 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 -, MAX BC PANEL TL DEFL - -0.037" @ 3'- 1.4" Allowed- 0.339" MAX HORIZ. LL DEFL - -0.002" @ 3'- 10.8" 11 MAX HORIZ. TL DEFL - -0.002" @ 3'- 10.8" 12 V 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, w Truss designed for wind loads o in the plane of the truss only. i 0 N o f I is 1 f 4 M-3x4 1 b b b 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 cc..`"�� � �^(J ' .97821E �< JOB NAME : 17-A PLAN - J4 • -dill. Scale: 0.4883 V WARNINGS: GENERAL NOTES, unless otherwise noted: 0"9/77,EGQN '� 1 Builder and erection conhector should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an individual •.1O M1�, Truss: J4 and Warnings before construction commences. building component Applicability of designparameters and V 2 1x4 coon Incorporation of component is the responsibilityof the building designer. pression web bracing must be Installed where shown+ g 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords te ba lebenlly brecee al 7 �IlY ', �(rj-. Is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'ob.respectively unless braced throughout their length by ` V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Pp U l +r DATE: 11/2/2015 the over.structure N the responsibility of be building designer. 3.2x Impact bridging or lateral bracing required where shown v* 4.. SEQ. : K 1 5 0 4 8 4 6 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility W be respective contractor. fasteners are complete and at no time should any loads greater than 5.Design anon-corrosive trusses are to be used in anon-corrosive environment. TRANS ID' LINK design loads be applied to any component and are or eyoonemon ofusa. 5.Can uTme has no control over and assumes no res 6.Design assumes fun bearing at all supports shawl.Shim or wedge e EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components.for the scary 7.DesigPlates assumes adequate donbodrainage isprovided. November 3,2015 6.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both laces of less,and pieced so their center TPINVTCA In BCS(,copies of which will be furnished upon request. lines coincide with jobb center lines. g.Digits indicate she of plate in inches. MiTek USA,InoJCompoTros Software 7.6.6(1LYE 10.For basin 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF $16BTR SPACED 29.0" O.C. 2-3=(-180) 157 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" -22/ 375V -102/ 2346 5.50" 0.60 KDDF ( 625) 9'- 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/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" 9-11-09 MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed .. 0.029" T C. MAX TL CREEP DEFL.. 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL= 0.140" @ 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" II MAX HORIZ. TL DEFL - -0.003" @ 4'- 10.8" 12 Design conforms to main windforce-resisting 14.00 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=l.6, Truss designed for wind loads CV in the plane of the truss only. 0 rn no o V) o N I �e of /_ �� •+ 1 9 -/ ., 0 M-3x4 I 1-00 y 6-00 y ��,i0 PR0Ft (PROVIDE FULL BEARING;Jts:2,3,9 ' 612 /te `.c- r+89782PE If,. JOB NAME : 17-A PLAN - J5 .,......,<!. --.o • . Scale: 0.4326 ARNINGS: W.Builder and erection contractor should be advised of all General Notes GENERAL1.Thesign ie beeed only upon Ih parameters shown and is for en IndMdusl ;YJ J 9 OREGON h Truss: JS and Warnings before construction commences. budding component.component of design parameters and proptt '�>. �/ey 9O .� 2.2x4 compression web bracing must be Installed where shown r. Incorporation M component le the responsibility of the building designer. /1 3.Additional temporary bracing to Insure stability during conatmcdon 2.Desitin assumes the lop and bottom chords to be laterally braced en �l Is the responsibility of the erecter.additions:permanent bracing of Y o.c.and a110'co.respectively unless braced throughout their length by ` DATE: 11/2/2015 the overall structure is the responsibility of the build( designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �A UL R� Pons ty n93.20 Impact bridging or lateral bracing required where shown++ S EQ.: K 1 S O 4 8 4 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the sl of the respectNe contractor. fasteners ere complete and at no time should any loads greater Mare In an 5.Design assumes trusses are b be used In a non-oomnaive environment, TRANS I D• LINK design bads be applied to any component. end ere for'dry condition.of use. S.CompuTrus has no control over and assumes no responsibility for the 9.Design assumes Nd Dearing at all supports shown.Shim or wedge If EXPIRES: 12/31./2016 fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subject to the limitations set forth by 8.Platesnsassumes all be llocatteedduo both faces drainage provideds russ,and pieced so their center November 3,2015 TPIIWTDA in SCSI,copies of which will be furnished upon request lines coincide wig,pint center lines. MITek USA,Inc./Com uTrus Software 7.6.6(114.E O Delta Isis connectorindicatesizeplateInign values P 1.For basic izeplate in Inc veluas sae EBR-1311,EBR-1898(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=(-223) 185 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BEARING MAX VERT MAX RORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. CON. 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/ 2098 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "op spacing. i 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" fMAX 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" (r Design conforms to main windforce-resisting system and components and cladding criteria. 12 14.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,0CDL=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 ' O I U1 O O in It` 00 0 1* 3 M-3x4 y y ftp PR OFFs�S' 6-00 tit (PROVIDE FULL BEARING;Jts:1,3,2 I r .? 6w1 GIN 4-A.. ..,i'3, V \e 1- ...._-.1 :9782PE mac' JOB NAME : 17-A PLAN - J6 ,,, Scale: 0.4157 ,,' Wrangles GENERAL NOTES, unless erwles noted: / 20 Truss: J 6 1.BWlder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndMdual 1;11,/ OREGON r" and Warnings before construction commences. building component.Applicability of design parameters and proper (� 2.2x4 compression web bradng must be Installed where shown+, incorporatlon M component Is the reaponelWllty of the building designer. ,y y .s y. (5.� 3.Additional temporary bracing to Insure stability during conatmcdon 2.Design assumes the tap end bottom chords to be laterally braced at 7l.� �(- Is the reaponslblllty of the erector.Additional permanent bradng o! 2'mc.cod at 10'o.c.respectively unless braced throughout their length by /J�_ DATE: 11/2/2015 the overall structure Is me responsibility of the building designer. continuous ddgingsheathlor such l b plywood aired here s over drywall(BC). "i A� f1� 3.2z Impact brMging m lateral bracing required where shover++ Imo' UL C i SEQ. : n'1504 8 4 8 4.No load should be applied to any component unity after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTme has no control over end assumes no responsibility for the S. sign assumes full bearing at all support shown.Shim or wedge If EXPIRES: 12/3112016 fabrication,handling,shipment and Installation of components. ].Design assumes adequate drainage Is provided. 6.This design is fursshed subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center November 3,2015 TPIANTCA In 5001,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,ins./(:ompuTrus Software 7.6.6(1 L}E 9.Digits Indicate size of plate in Inches. 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 #16,BTR LOAD DURATION INCREASE = 1.15 1-2=(-334) 186 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2-3=( -83) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZESQ.IN, (SPECIES) OVERHANGS: 0.0" 11.6" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 274V -121/ 269H 5.50" 0.44 KDDF ( 625) 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 RODE ( 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. ICON D, 2: Design checked for net(-5 psf) uplift at 24 '•oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, 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" MAX TC PANEL TL DEFL = -0.286" @ 3'- 5.2" Allowed = 0.864" 2 MAX HORIZ. LL DEFL - -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL - -0.006" @ 5'- 11.2" 12 7) Design conforms to main windforce-resisting 14.00 P system and components and cladding criteria. Wind: 140 mph, h-23.3ft, 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. N o . r oco 0 ti /- i ��E_ u, 0 I 1** 4 4 0 M-3x4 0- y 6-00 (PRO11-0VIDE 9 LL BEARING;Jts:l,9,2 �Ca . ... \AG� �F'fis`r/ ,...c.--44 89782PE f JOB NAME : 17-A PLAN - J7 • ---.e'.'-•. --4,"'". • • Scale: 0.3829 WARNINGS: GENERAL NOTES, unless otherwise noted: TrussJ7 1.Builder end erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an IndMdual 9 OREGON s�1'5 and Warnings before construction commences. building component.Applicability of design parameters and proper d 1 204 compression web bradng must be installed where shown+ bcaryoratbn d component Is the responsibility d the building tleelgirer. •T �y 3 Additional temporary Gating to Insure OMAN dosing construction Design assumes the top and bottom chards to be laterally braced at 7 �`7 R •� �j.� Is the reeponaibAily of the erector.Additional permanent bracing of - Zo o.c.and et 10' c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure is me responsibility iika continuous sheathing such as plywood sheathing(TC)endrur drywan(60). '1 p�UL. '" pons ty of the building designer. 3.2s Impact bridging or lateral bracing required where shown+• SEQ.: El 5 0 4 8 4 9 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective centredo, fasteners are complete and el no time should any loads greeter than 5.Design assumes trusses are b be used in a non-conosNe environment, TRANS I D: LINK design(Delo be applied to any component. and are for"dry condition"of use. B Design ass 5.CompuTms hal no control over sod assumes no responsibility for the assumes Nil bearing al all supports shown.Shim or wedge If pea,ary. EXPIRES: 12/31/2016 fabrication,le furnished shipment to installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design b furnished subject to the limitations set forth by 8.Plates shell be located an both laces of truss,and placed so their center TPIM?CA in BCS(,copies ofwhich 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 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 7'- 11.6" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-417) 362 1-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-108) 44 TC LATERAL SUPPORT <= 12"0C. 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) TOTAL LOAD = 42.0 POE 0'- 0.0" -23/ 262V -197/ 291H 5.50" 0.92 ROOF ( 625) 'e 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/ 439V 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 POE 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/290, 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" 0 MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX BORIZ. TL DEFL = -0.007" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 V 0 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. cu O 1 cn 01 O a N II= 1 O F -/ I 1 44 4 04 o M-3x4 y b 4QPRQk-t 6-00 1-11-09 fA�C... NAG ' ,,n L�j2 'PROVIDE FULL BEARING;Jts:1,4,2,3 r`�T. `"a 'TI 89782PE �c JOB NAME : 17-A PLAN - J8 ......_.K".. -.r • . Scale: 0.3470 ANIII WARNINGS: a GENERAL NOTES, unless otherwise noted: (.a ((� TrussJ8 1.Builder 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 '94/ V OREGON cy'- end Warnings before construction commences. building component.Applicability of design parameters ant proper incorporation 244 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building deNgner. 2 Design assumes the top and bottom chords to be laterally braced at .v,,4 U9 R y 15 .&... 3 Additional temporary bracing stabilityg to Instability during construction2 o c.and al 10'o c.respectively unless braced throughout their length by di- is la Iha responsibility of the erector.Additional permanent bracing of continuous sheathing au h as plywood sheateng(TC)and/or drywall(BC) + c(U` �\ DATE: 11/2/2015 the overall structure la the responsibility or the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ firy L SEQ.: Ki5 0 4 8 5 0 4.No bad should be applied to any component untll after ell bracing and 4.Installation of tress la the responsibility of the respective contractor. fasteners are compete end at no time should any loads 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'dry condition'or use. 5.Cam Tros has no control over and assumes no res s.Deep assumes Rall bearing m an supports shown.shim or wedge If EXPIRES: 12/31/2016 pu responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. N Quem bar 3,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPI,NTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Nnee. uTnla Software 7.8.6(1 L E 9.Digits indicate aloe of plate In Inches. MiTek USA,Inc./Com P ]• 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.5" 'COND. 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 #16BIR - SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 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=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x4 or equal at non-structural vertical members Dion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-07-12 0-03-12 T T ' 12 4.00 17 M-1.5x3 i1I 4 -/ ti I .....81111111111111111111111111111111111111111 N 2 to1 in o 5 6 M-3x4 M-1.5x3 y )' 1-00 7-11-08 . c'1.D PROP 9 wpr� N9G7I8NEFE /e2• JOB NAME : 17-A PLAN - I1 • Scale: 0.5786 ' , WARNINGS: GENERAL NOTES, unless otherwise noted: (y' 40 Truss: I 1 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 '•9 OREGON '•• and Warnings before construction commences. building component.Applicability of design parameters and properIncorporation �/ (yV �q•' 2.204 compression web bradng must be Instated where shown iIncorporation of component is the responsibility of the builddealgner. ,y Uq RY ,� �4!G � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally horned at la the responsibility of the erector.Additional permanent bradng of 2 o c.and a110'c.c.respectively unless braced throughout their length by v DATE: 11/2/2015 the overall structure Is the responsibility f the buildingdesigner. continuous sheathing such as pewgod sheathing(TC)and/or drywall(BC) fl,A U L �` pons ty o g 3.2x Impact bridging or lateral bracing required where flown t SEQ.: Ki 5 0 4 8 51 4.No toad should be applied to any component until after all bradng and 4.Installation oftruss is the reaponelu of the respective contractor. fasteners are complete and et no Urns should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and are for"dry condition.or use. (] �w 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes toll bearing at all supports shown.Shim or wedge If EXPIRES. 12/31/2016 saery. fabrication,handling.shipment end installation of components. 7.Designassumesesededon othfcebprusdad. November 3,2015 8.This design is famished subject to the limitations sal rorin by 8.Plates shall be located on born faces or truss,end placed so mein comer TPIIWTCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate site or plate In Inches. M)Tek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1e For basic connector plate design values see EBR-13t1,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" 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=(-83) 71 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT - 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 PIP 0'- 0.0" -28/ 292V -40/ 108H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -86/ 7911 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PIP 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 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" @ -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" T 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" V19.00 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" Design conforms to main windforce-resisting /1)11111M11111MiliMilMill.M-3X4 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, oI Truss designed for wind loads of in the plane of the truss only. 0 o4 o 0 • 1, b 1 1-00 3-11-08 IPROVIDE FULL BEARING;Jts:2,3,4 ' �� 0) PRQf (idc�5NGINEF9zo 1 . 89782PE r" JOB NAME : 17-A PLAN - KJ1 ! -.. .' • • Scale: 0.6265 MNWARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss: KJ 1 1.Builder and erection concocts,should be advised of all General Notes 1.This design is based only upon the parameters shown and le for an Individual 9 O R EC,-ON �h and Warnings before construction commences. building component.Applicability of design parameters end proper O 2.2x4 compression web bracing must be Installed where shown s. Incorporation of component is the responsibility of the bulking designer. �jI,3.� 3.Additional tem g stability rig construction 2 Design assumes the lop and bottom chords to be laterally braced at .1� �4 Fry 1 V _ temporary bracing to Insure etWlll tlun 2'o c and at tO o.c respectively unless braced throughout their length by la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ahealhing(TC)and/or d 11 BC n {�4'<,` DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•:�a( ) r"'/q U.`„ T.'`y SEQ.: El5 0 4 8 5 2 4.No load should be applied W any component until after ell bracing and 4.Installation of Puss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosion environment, TRANS I D•• LINK design loads be applied to any component. and are for'dry condition"or use. 5.CompuTrus hes no coned over and assumes no responsibility for the 8.Design oosomes toll bearing at all supports shown.Shim or wedge if EXPIRES: 12/31./2016 fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject io Na limiletiona set forth by 7.Design assumes adequate drainage Is provided. November 3,201 5 8.plates shalt be located on both faces of truss,end placed scoheir center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. MITek USA,Inc./Com UTrus Software 7.6.6 S.Digits indicate size of plate in Inches. 1 L p ( ).E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) • 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: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-49) 65 3-5=1-248) 173 BC: 2x4 KDDF 4(1SBTR SPACED 24.0" O.C. 2-3=(-102) 84 • • WEBS: 2x4 KDDF STAND 3-4=( 0) 0 i LOADING • TC LATERAL SUPPORT 0= 12"OC. UON. • LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF • BC LATERAL SUPPORT 0- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -83/ 472V -34/ 1018 5.50" 0.75 RODE ( 625) LL = 25 PSF Ground Snow (1,8) 7'- 11.5" -38/ 326V 0/ OH 5.50" 0.52 RODE ( 625) • • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 lORSF 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 = -0.262" @ 4'- 0.4" Allowed = 0.470" MAX TC PANEL TL DEFL - -0.350" @ 4'- 0.5" Allowed - 0.705" 7-07-12 0-03-12 T 1' ,( MAX HORIE. LL DEFL - 0.001" @ 7'- 7.7" • 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" • 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. i 3 Wind: 140 mph, h-20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), ., IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII load duration factor=1.6, Truss designed for wind loads ,•. in the plane of the truss only. N r-1 I 'i ri I N N • ,-i f I co • -/ 1 Fgri 111 211MM MM-5 0 • M-3x4 M-1.5x3 • • 1 b y 7-07-12 0-03-12 . 1 b i 1-00 7-11-os � � D PR0Ffid'7-11-08 : ,i1,..() ��5 �tyGtN �� '/© `rte 89782PE vv„ JOB NAME : 17-A PLAN - 12 Scale: 0.5411 .. . r. WARNINGS: GENERAL NOTES, unless olhenMse noted: Cr, Truss: I z 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 'fJ OREGON " and Wamings before construction commences. building component Appl'pabiity of design parameters and proper y �/ 2a ' 2 2x0 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. „()� "/1 RY } V �. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at 7 �l fi`. I• a the responsibility of the eredor.Additional permanent bracing of 2'o.c.and at 10 o c.such a plywood unless braced throughout their lengthlt(B by di" t��/ DATE: 11/2/2015 the overall structure is the responsibility of the building designercontinuous sheathing such as plywood required hors o and/or drywaI118C). P/b U` +nl 3.20 Impact bridging or lateral bracing where shown+♦ �•1 4.. • SEQ.: Ki5 0 4 8 5 3 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the reapedhsl contractor. fasteners am complete end at no time should any loads greater than 5.Design assumes Pusses are to be used in a noncorrosive environment. • TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. �'a 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes roll bearing at all supports shown.Shim or wedge If EXPIRES 12/31/2016 . 0 fabrication,handling,shipment and installation of components. cegsary. 7.Designassumeseadequate drainage is truss. November 3,2015 6.This design is famished subject to the limitations set forth by S.Plates shall be located on both feces of truss,entl placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with)olnt center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTnis Software 7.6.6(1L)-E 19.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 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE =-1.15 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 1= 12"OC. UON. LOADING BC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, • Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-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 0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. • 3 - N .i • r 0 I ill 11 'all M to 1 o -al ��rillr - 4 M-3x9 l l J 1-00 4-00 O0.0 �`,� �NGI E&•.v/p • " :9782PE r JOB NAME : 17—A PLAN — 13 ,,^✓�./< Scale: 0.8490 gr WARNINGS: GENERAL NOTES, unless otherwise noted: TI• 40 Truss: 13 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an individual "'p OREGON aste�°, and Warnings before construction commences. building component.Applicability of design parameters and proper �/� (j :r 1.2x4 comtxasslen web bracing moat be installed where shown+. incorporation of component Is the responsibility or the building designer. V 3.Additional temporary bracing to Insure stability during conalrucbon 2.Design assumes the lop and bottom chorda to be laterally braced al 14.9.A. q q y rJ+ �,. is the responsibility of the erecta.Additional permanent bracing of 2'c.c.and at 1(Y o.c,respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure is the responsibility r the buldin designer. 2x impact sheathing such as plywooe aired sheathing(TC)and/+or drywell(BC). / /p puna ty o g g 3.I s Impact badging or lateral bracing required Its wham shown++ F`{ SEQ. : K 1 5 O 4 8 5 4 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used Ina non-corrosive environment, TRANS I D: LINK design beds be applied to any component. end are for dry condition.'of use. 5.CornpuTms has no control over and assumes no responsibility for themmee.Design assumes full bearing at all suppose shown.Shim or wedge If• EXPIRES: 12/3112016 fabrication.hendll ssary ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 6.This design is furnished subject to the limitations set forth by IL Plates shall be located on both laces of truss,and placed so their center TPNMCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate eke of plate In Inches. • MITek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic 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 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) 428 1-4=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-112) 49 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT 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" 0.44 ROOF ( 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/ 445V 0/ OH 1.50" 0.57 ROOF ( 625) 8'- 11.6" -46/ 54V 0/ OH 1.50" 0.09 ROOF ( 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 "am 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 = 0.864" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 14.00 Truss designed for wind loads in the plane of the truss only. to res 1� 1 * 9** M-3x4 ��Ep P R OFFS, ' 6-00 2-11-09 �5� GiNE9 ©2 'PROVIDE FULL BEARING;Jts:1,4,2,3 I �! "� `x` 89782PE r JOB NAME : 17-A PLAN - J9 • • scale: 0.3099 WARNINGS: GENERAL NOTES, unlace sths,slea soled: a," 4" Truss: J 9 1.Builder and erection contractor should be advised of all General Notes 1.Thls desks is based only upon the parameters shown and is for an Individual (�. • and Wamings before construction commences building component Applicability of design parameters and proper �S �/,OREGON K. 2 204 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of Me building designer. „A 3 Additional temporary bracing to Insure viability during construction Design assumes the lop and bottom chords b be laterally braced M 7 'l f� N\<_ Ie the responsibility of the erecta Additional permanent bracing o/ 2 o c.and a110'o c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure b the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywdi(BC) �O q L L 7.2x Impact bridging or lateral bracing required where shown 4. SEQ.: Ki5 0 4 8 5 5 4.No load should be applied to any component until after ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used in a non-corrosive environment. TRANS I D• LINK design loads be applied to any component and are for"dry condition•of use. ry)] )ry/y� 5.CompuTrus has no control over and assumes no responsibility for themice8.Desitin assumes full bearing at a0 suppose shown.Shim or wedge If EXPIRES: 2/31.1 G.V V fabrication,handling,shipment and Installation of components. mm. 8.This design 7.Psesign aa"m"aaeQonbothfuate 8gp10 truss,andd. November 3,2015 '9 ) n 8.lines Plates shell be located on both laces of Truss, placed so their center TPIMTCA In BCS',copies of which will be furnished upon request. lilies coincide with)gist center lilies. MiTek USA,Inc./Com uTrus Software 7.6.6(1 LbE no.Diene Isis coecce m pieta In inches. values P .For basic connector size plata In inc values soo ESR-1311,E8R-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 86 2-5=(-87) 96 3-5=(-299) 333 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 268 WEBS: 2x9 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12•'00. 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 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 ROOF ( 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 29 "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 - 0.084" @ 2'- 1.3" Allowed = 0.333" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.083" @ 2'- 1.3" Allowed - 0.999" MAX HORIZ. LL DEFL = 0.000" @ 3'- 7.7" 12 M-1.5X3 4 MAX HORIZ. TL DEFL = 0.000" @ 3'- 7.7" 14.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, 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 in the plane of the truss only. ti 0 o u7 o PAIMIIIIIIIIIIIEIIN O O M-3x4 M-1.5x3 * y ), 3-07-12 0-03-12 b 1-00 y 3-11-08 y <�RE) P R 0 Fk, ,,,0 cNG1 N4.� ,,s 2 89782PE ��" JOB NAME : 17-A PLAN - KJ2 � .•% • Scale: 0.9452 Am WARNINGS: GENERAL NOTES, unless oarwlse noted: Co, 1Builder 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 "92 o OREGON oh m .tz. . Truss: KJ2 and warnings before construction commences. building component Applicability of design parameters and proper /. Cy. 2 2x4 compression web bracing must be Installed where shown a Incorporation of component b Me responsibility of the building designer ,.() �/� CI, cu. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 l_ Is the responsibility of the erector.Addilbnal permanent bracing of 2 o.c and at 10 o c.respecsvety unless braced throughout their length by wy- continuous sheathing such as plywood sheathing(TC)and/or dryxall(BC) '1Vsi DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+♦ /l SEQ.: K 15 0 4 8 5 6 4.No load should be applied 10 any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greater than 5.Design assumes Mines are to be used in a noncorrosive environment, and are forr'dry condition•of use. TRANS I D: LINK design loads bee lied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus hes noe control over andassumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 6.This design is famished subject to the limitations set forth by s.Plates shalt be batted on both faces of truss,and placed so their center TPIANTCA b SCSI.copies of which will be furnished upon request, lines colncide u en joint center lines. MiTek USA,Inc./Com uTrus Software 7.8.6 1 L E 9.Digits Indicate sloe of plate In inches. P ( )- 1L For basic connector plate design values see ESR-1311,ESR-19138(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.2" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-553) 490 1-4=10) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-133) 83 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) TOTAL LOAD= 92.0 PSF 0'- 0.0" -31/ 32W -185/ 371H 5.50" 0.51 KDDF ( 625) ** For hanger specs. - See approved pians 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -422/ 974V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TO PANEL LL DEFL = 0.162" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 2'- 11.9" Allowed= 0.864" I' MAX HORIZ. LL DEFL - -0.011" @ 9'- 9.9" MAX HORIZ. TL DEFL = -0.011" @ 9'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-25ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 19.00 17 Truss designed for wind loads in the plane of the truss only. 2 • 0 , , 0 s IiF= �1 oI 1* 4* O M-3x4 � p PRQp . y ,` 6-00 y 3-10-03 y ..,... 1` �N�� s/© 'PROVIDE FULL BEARING;Jts:1,4,2,3 :9782PE �r- JOB NAME : 17-A PLAN - J10 • y. Scale: 0.2980 ,.w ' OilWARNINGS: GENERAL NOTES, unless otherwiss noted: 1I , 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 Individual /A "q 0-EG©N s.,',- Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 21. ny 2.2x4 compression web bracing must be Installed where shown+. Incarpomllon of component la the responsibility of the building designer. ,.e}� V^ {/ �`1+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al 7 4Ab �( Is the responsibility of the erecta.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by CO DATE: 11/2/2015 the overall structure b the responsibility of the building designer. can Wucw sheathing such as plywood required et when s own•dryweil(BC). Pa R\ 3.2z Impact bridging or lateral bracing required where shown++ UL SEQ.: Ki5 0 4 8 5 7 4.No bad should be applied to any component until after ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no tame should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. mpuTms hes no control war and assumes no responsibility for the 8.Design assumes his bearing at all supports shown.Shin or wedge if 5.Cofabrication,handing,shipment and Installation of components. necessary. febum EXPIRES: 12/31/2016. g,shi7.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 bath faces of truss,and placed so their center TPIAVTCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. Mak USA,Inc.ICompuTrus Software 7.8.6(11)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MRek) 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-508) 445 1-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 55 (0) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. 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) ** For hanger specs. - See approved plans TOTAL LOAD= 92.0 PSF 0'- 0.0" -22/ 285V -172/ 343H 5.50" 0.46 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -396/ 451V 0/ OH 1.50" 0.58 KDDF ( 625) 9'- 2.5" -58/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIE 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/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" 1 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), 177 load duration factor=1.6, 19.00 Truss designed for wind loads in the plane of the truss only. 4 a, 0 0 0 • I_ .� 1,+ 9 O M-3x9 Pt y y y �`�� �L�•iG P E ,t,,/© 6-00 3-02-08 1 'PROVIDE FULL BEARING;Jts:1,4,2,3 ['� V s.J 8.782PE 9r' JOB NAME: 17-A PLAN - J11 • • Scale: 0.3116 .� a/ _� WARNINGS: GENERAL NOTES, unless othe,wis noted: .dy 40 Truss: J 11 1.Budder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an MdMdual j OREGON a� and Warnings before construction commences building component.Applicability of design parameters and proper P Pao compression web bracing must be Installed where shown+ Incorporation of component la the ehoodlbitiN of the building Oeslgnar. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chola b be laterally braced at ,4:11:/// 9.4�q q Ey 5 (2, �,. Is the responaWlllty of the erector.Additional permanent bredng of 2 0.0.and at 10 ea.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the rescontinuous sheathing such as plywood ehealhing(UC)and/or dryw°n(BC). QA UL 1�� responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ s- T' SEQ. : Ki5 0 4 8 5 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reapedNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID' LINK design loads be applied to any component, and are for•dry condition'.of us. • 5.CompuTms has no control over end assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112016 fabrication,handling,shipment and installation of components. necessary. 7.6.This design is furnished subject to the limitations set forth by 8.Platesnshell be located assumes adequate 1Bbooth faces of tares,and placed so their center November 3,2015 TPINWTCA In BCBI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6 1 L-E 5.Digits Indicate sie of plate In Inches. P ( ) 18.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: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF 810BTR SPACED 24.0" 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 BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -187/ 917B 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 ROOF ( 625) ** For hanger specs. - See approved plans 5'- 11.2" -402/ 948V 0/ OH 1.50" 0.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.5" -69/ 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. '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" jl 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 BORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX BORIZ. 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, 19.00 (All Heights), Enclosed, Cat.2, Ex .B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads o, in the plane of the truss only. 0 N O • O 7' jlr- 211111M111111. 4 N I 5** 0 M-3x4 co RROFS y y y y ss I N 1-00 6-00 3-02-08 N'0 E', -9 PROVIDE FULL BEARING;Jts:2 5 3 4 � ?r 4/� .,r 9782PE JOB NAME : - 0 17-A PLAN J12 �. Scale: 0.3071 .tir AEI . WARNINGS: GENERAL NOTES, unless otherwise noted: {,f ('±ry Truss: Jl Z _ 1.Builder and erection oontractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an indMdual - -94, •-EG V N s."" and Warnings before conabudlon commences. building component.Applicability of design parameters and proper (le V 2.2x4 compression web bradng must be Installed where"lawn*. Incorporation of component If the responsibility of the binding designer. 4� �/f Vr y�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottvely o chords to be laterally braced al T 'lR J Is the responsibility f the erector.Additional r o.c.and at 10'o.e.reepectively unless braced throughout their length by �� �� Vona ty c permanent Mooing of continuous sheathing such as plywood sheathing(TC) sdtan tlrywelNBC). UL 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 5 9 4.No load should be applied to any component unto after all bradng and 4.Installation of truss la the responsibility at the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are M be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition"of use. 5.Cam uTms has no mnbd over and assumes no res 8.Oealgn assumes fug bearing al eN supports shown.Shim or wedge If EXPIRES: 12/31/2016 P ponsibility for the n asary. fabrication,handling.sNpment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 6.This design M furnished subject M the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPIARTCA M SCSI,copies of which will be fumlehed upon request. linos coincide with joint canter line. MiTek USA,Ino/Com uTfus Software 7.6.8(1 L E 9.Digits Indicate size of plate In Inches. P )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 65 TC LATERAL SUPPORT <= 12"OC. SON. 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 = 92.0 PSF 0'- 0.0" -95/ 302V -90/ 108H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -35/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) Ln LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -91/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) li LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 pot) uplift at 24 "00 spacing. BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LLaL/240, 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" ,1' ,' MAX TC PANEL TL DEFL - -0.004" @ 1'- 2.9" Allowed = 0.246" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 14.00 Design conforms to main windforce-resisting o system and components and cladding criteria. o Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 m N o f i 0 M-3x4 1 b J' 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 oFts ��� NGIE6> C?� � >L `t" :9782PE 9V JOB NAME : 17-A PLAN - KSJ1 ,I. -mer Scale: 0.6265 MIM WARNINGS: GENERAL NOTES, unless otherwise noted: •/ V ,, 40 1.Builder and erection contractor should be adWsed of at General Notes 1.This design is based only upon the parameters shown and Is for an IndMdual 1141/OREGON 'N, Truss:TT'US5: KSJ1 and Warnings before construction commences building component.Applicability ofdesign parameters and proper ' . 2d 2.tad compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ..11' it a.� V 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom chorda to be laterally braced al 7 -"Iii Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 1 o'pc.respectively unless braced throughout their length by ![[� continuous sheathing such as plywood sheatdng(TC)end/or drywall(BC). • p/f U` DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral brae ng required where shown t i ry 4.. SEQ.: Ki5 0 4 8 61 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete 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 to any component. end ere for"dry full bearing condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes at as supports shown.Shim or wedge H EXPIRES: 12/31./201.6 necessary. fabrication,handling,shipment and installation of components, T.Designassumesadequate drainageistress,d. November 3,2015 6.This design is furnished subject to Me limitations sal forth by e.Plates shell be located on both laces of truss,and placed so their center TPIIVTCA In SCSI,copies of which will be furnished upon request - lines coincide with Joint center lines. 9.Digits Incte sire ofplatte in inches.MITek USA,Inc./Com uTrus Software 7.8.6 L E 1O For basic connectorplate design values see ESR-1311,ES18-1805(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 - - = 1-2-1 0) 114 2 9-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-90) 48 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -164/ 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" -44/ 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. 'COND. 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/240, TL=L/180 I 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 p MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL - -0.000" @ 3'- 11.1" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.Hft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), on load duration factor-1.6, I Truss designed for wind loads O' in the plane of the truss only. 0 N 1 O f rte_ N O C 2�� 4 '-f M-3x4 1 • l b b ), 2-00 2-00 1-11-13 (PROVIDE FULL BEARING;Jts:2,4,3 (c,i),t,p P R()Fes 0NGINEsER /0 :9782PE 9r JOB NAME: 17-A PLAN - SJ1 „r Scale: 0.6930 III/WARNINGS: GENERAL NOTES, unless otherwise noted: �i (z,+ 40 40 Truss: S J 1 7.Builder end erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual "'9 OREGON ate" and Warnings before construction commences. building component.Applicability of design parameters and proper , �/ (7 V �` 2 2z4 compression web bracing must be installed where shown+ Incoryaretlan of component Is the responsibility of me building designer. „a"l� &^ s V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom cho,5,braced to be laterally bracedair at 7T Al N the responsibility of the erector.Additional permanent bracing of 2'o.c and at 70'o.c.such unless braced mmuphoul melt tango by I/[ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • �./f t I` +\ DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ /'S lJ 4.. SEQ.: Ki5 0 4 8 6 2 4.No bed should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of me respective contractor. fasteners are complete end et no time should any loads greeter than 6.Design assumes trusses are b be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. end are for conditionor use. S.CompuTrus has no control over and assumes no responsibility forma 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31./2016 fabrication,handling,shipment and Installation of components. eery. 6.This designis cubed to Ore limitations set brthT.Detshell el adequate drainagefIs tpruss,d. November 3,2015 iby S.linesPlates anti be located on both faces of Wsa,antl placed so their center TPINJTCA In SCSI,copies b which will be famished upon request. Digo coincidewith Hintcenterint lines. 9.Digits indicaten sizeer o inches. MITek USA,Inc./CompuTlus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-7888(MITak) 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: 2x9 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-9=(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. 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2" -113/ 299V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 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 29 "oc spacing. 1 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" MAX HORIZ. LL DEFL - -0.001" @ 7'- 11.1" ' 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" Design conforms to main windforce-resisting 12 • ' system and components and cladding criteria. 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. co 0 I 0 v1 o f u> �- i ..,- 2.1 4.1 -/ M-3x4 i J‘ y b y 2-00 2-00 5-11-13 ck0P R 0 F4- PROVIDE FULL BEARING;Jts:2,4,3 c�c3. � lyGIN &• cS'j?' `t- 89782 P E ter' JOB NAME : 17-A PLAN - SJ2 • Scale: 0.4758 r WARNINGS: GENERAL NOTES, unless otherwise noted: ^'SI OREGON 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and A for an IndMdual a:.� Truss: S J2and Warnings before construction commences building component Applicability of design parameters and proper / • i (y V �Q 2.204 compression web bracing moat be installed where shown 5. incorporation a component la the responsibility a Me building designer. ,.[f 11/1 V . 3.Additional temporary bracing to Insure stability during construction 2 Design assumes me top end bottom chords to be laterally braced at 77 �1 Is the responsibility of the erector.Addllionel permanent bracing of Z'o c.and et 10'a.c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure is the responsibilityr the bund designer. is impact cue sheathingidging such as plywood requiredsheatln0(TC)and/or drywell(BC). ". A LI L �) o building g 3.Px Impact bridging or lateral bracing where shown++ �'1 SEQ. : Ki5 0 4 8 6 3 4.No load should be applied Is any component until after all bracing and 4.Installation of truss A the responsibility of the respective contractor. _ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D^ LINK design wads be applied to any component. ane are w cry aonegwn^of use. 5.CompuTrus hes no control over and assumes no responsibility far the O.Design „amen fun Dearing at all supports Shawn.Shim or wedge i' EXPIRES: 12/31/2016 • fabrication,handling,shipment and installation of components. ss T.Design lbeeaadonbodthfagelaprusanded. November 3,2015 S.This design is furnished subject to the limitations set roan by 9.Platen ensu be located on born races a truss,and paced so their center TPIMTCA In BESt,espies of which will be furnished upon request. lines coincide with lolnt center Ilnes. 9.Digits indicate alas of plate In Inches. MTek USA,Inc/CompuTrus Software 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESN-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main wind£orce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=l5ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=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. 3-08-09 0-03-12 T T T 12 4.00 I: M-1.5x3 9 -/ 3i . us I O I 2 r-1 in 01 O 5 6 M-3x9 M-1.5x3 1-00 4-00 ,c%, ,p PRpk-4.. � CII N 619 / w� 6, go, If :9782PE r" JOB NAME : 17—A PLAN — Z1 r wily Scale: 0,6405 / ONMIN . WARNINGS: GENERAL NOTES, unless otherwise noled: V 43 1.Builder end enaction contractor shook be advised aed of.General Notes I.This design Is based onlyparameters the pamelaan and 1e for an individual 1:1/O R EG O NZ�yN. Truss: Z1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x9 compression web bracing must be Installed where shown.. Design renom w component la the responsibilityresponsibilityo1 me building deslgmer. ..F C q a 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at der ra is the responsibility of the erector.Additional permanent bracing of 114 2'o.c.and at 10'o.e.respectivelypunless braced throughout their length by DATE: 11/2/2015 the overall slmdure Is the responsibility of the building designer. TxcoImpact sheathinginsuch bracing ng re uir a where s and/or drywell(BC). �. t rt � ty g 9^er. 3.2x Impact brkging or lateral required where shown++ 1. SEQ. : K15 0 4 8 6 4 4.No bad should be applied to any component until after all bredrg and 4.Installation of trues Is the reeponsgdtiry of the respective contractor. 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 I D• LINK design loads be applied to any component, and are for"dry condition`or use. 8.Deign assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31./201..6 fabrication,handling,shipment and installation of components. nary.um 7.DesignPlates esaatedobdrainage lo protruss.d.an - November 3,2015 5.This design is furnished subject to me limitations set by S.Plates shall be located on both Laces M truss,end pieced so their canter TPIIWTCA in BCSI,copies of which will be furnished upon request. line coincide with(flint center lines. g.Digits indicate size of plate in inches. MITek USA,Ino./ColnpuTros Software 7.6,7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1BI8(Wick) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x9 KDDF 61&BTR SPACED 24.0" O.C. 2-3=(-54) 36 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. 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" -60/ 325V -15/ 98H 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) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-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" T T T 12 MAX HORIZ. LL DEFL - 0.000" @ 3'- 8.2" 9.00 C,"" MAX HORIZ. TL DEFL - 0.000" @ 3'- 8.2" • 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), 9 load duration factor-1.6, 111111M-3x4 -/ End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 • y y b 3-08-04 0-03-12 y y y 1-00 4-00 • • 6kEo PR Opt Olp e.5 04GINE�19 /t? `.1Z' •'9782PE 17< JOB NAME : 17-A PLAN - Z2 �.✓.✓��� . Scale: 0.6209Wir `^ WARNINGS GENERAL NOTES, unless otherwise noted 1.Builder and ereoaon contractor should be advised of as General Notes 7 This design Is based only upon the parameters shown and la for an individual A "'q OREGON '. Truss: Z2 and Wamings before conatmction commences. building component.Applicability of design parameters and proper "1 �// rid 2 204 compression web bracing must be Installed where shown 4. incorporation of component 6 the responsibility of the building designer. -Q l/- V Additional temporary bracing to insure stability during construction 2 Design assumes the by end bottom chords to be laterally braced at • q RY 1 �, Is the responsibility of the erector.Additional permanent bracing of 2 o.c and et 10 on.reach,b Ply amass braced throughout their a 1)8 by ![[� DATE: 11/2/2015 the overall structure la the responsibility ol0s budding deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' �. �{U L �\ y g 9nsr. 3.2z Impact bridging or lateral bracing required where shown** SEQ.: Ki5 0 4 8 6 5 4.No bad should be applied to any component uns after all bracing and 4.Installation of truss is the responsibility of the respedhre contractor. 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 I D• LINK design toads be applied to any component. and are for"dry condition"of use. 5.CompuTnue has no control over and assumes no responsibility for Me 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES; 12/31/2016 esery. fabrication,handling.shipment and Installation of components. 7.Plates shalassl es adeqon drainage provided.a November 3,2015 e.This design is furnished subject to lila limitations set rade by a.Plalea anon be located on both faces or truss.end pieced so met center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines colndde with joint center lines. MITek USA,Inc./CompuTfus Software 7.6.7(10-E O FDigitsindicate size r plate dein ign values 1.For taint cafe size plated design values see ESR-7371,ESR-1988(Web) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" 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. ( I (Drawings not to scale) Damage or Personal Injury r� ir Dimensions are in ft-in-sixteenths. iii4k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0"/16„Allirinn wide Truss spacing,individual lateral braces themselves mayrequirebracin ,oralterativeTorIILI\111111)214 p bracing should be considered. cz r o_ 3. Never exceed the design loading shown and never �� stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cz e c� c5-s designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint iMdMIIMID required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from �'� CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 6. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that "1-1° Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�E reaction section indicates joint 17.0.11 II ILM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M�141110 18.Use ofteen or treated lumber mayunacceptable pose unacce table :� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. miTe BCSI: Building Component Safety Information, Ic 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