Loading...
Plans /ns72o/g-C /78 -- f1 e/9y q ri MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1770409 1770409 -PLH 1700 Teton D - Lot 6 WB The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton,OR). Pages or sheets covered by this seal: K6086725 thru K6086739 My license renewal date for the state of Oregon is December 31,2019. ? PRcope 5 NG1NE` % t 89200PE 9r "374- ,h,OREGON lo� '1)". 14, 2P �,;�" MFRRIe' jell 'aira.1.42tr f May 8,2019 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086725 1770409 A01 GABLE 1 1 ' Job Reference(optional) . Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:19 2019 Page 1 I D:PtTQZWdKwhsQIESOaiZeVoy966Y-PcsfpblAy5NyOtS Iki EO5H4DdAReHCaL8aTGgrzl WDU 1-O Q 5-0-0 10-0-0 15-0-0 20-0-0 I 25-0-0 256 30-0-0 32-6-3 35-0-0 I 40-0-0 41-0-9 }-0- 5-0-0 5-0-0 5-0-0 5-0-0 5-0-0 0 4-5-10 2 6-3 2-5-13 5-0-0 1-0-0 Scale=1:74.1 5x6 = 12 Sheet Front 6.00 12 110t�♦♦ 13 Left Option 10-0-0 _ ♦♦♦♦.� 5x8 1 Ply 7/16"4x9 OSB 10 i♦♦i♦ 14 11410 7 i // ��// 5x8 _ 5x6 /� � 5 /„.,. ,,,,:- „ �. 154 �-.0- 2/ i/// / 16 �iiil a' E' ✓iiia -.Lice, nAllih3ll .6 I;IW 2. 4x6 = 25 24 23 22 21 20 37 38 19 18 4x6•= 8x8 = 5x8 = 3x4 = 5-0-0 10-0-0 10-2-0 14-3-4 1§-0-P 20-0-0 25-0-0 28-9-4 32-6-3 36-3-1 40-0-0 5-0-0 5-0-0 0-2-0 4-1-4 0-8-1 5-0-0 5-0-0 3-9-4 3-8-15 3-8-15 3-8-15 Plate Offsets(X,Y)-- [5:0-3-0,0-3-0],[14:0-4-0,0-1-12],[15:0-2-0,0-3-0],[20:0-4-0,0-3-4],[21:0-4-0,0-2-0],[26:0-0-15,0-0-2],[27:0-1-6,0-1-9],[28:0-1-6,0-1-9],[29:0-1-6,0-1-9], [30:0-1-6,0-1-9],[31:0-1-6,0-1-9],[32:0-1-6,0-1-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.18 19-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.47 20-21 >491 180 TCDL 7.0 Rep Stress[nor NO WB 0.38 Horz(CT) 0.02 16 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:369 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 15-17,1-5:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF No.1&Btr G 6-0-0 oc bracing:18-19,16-18. WEBS 2x4 OF Std G*Except* WEBS 1 Row at midpt 14-19 14-21:2x6 DF No.2 JOINTS 1 Brace at Jt(s):26,27,30,31,32 OTHERS 2x4 DF Std G REACTIONS. All bearings 10-5-8 except(jt=length)16=0-3-8,19=0-5-8. (Ib)- Max Horz 2=204(LC 16) Max Uplift All uplift 100 lb or less at joint(s)23,24,25 except 16=-135(LC 13), 19=-288(LC 13),21=-272(LC 12),22=-293(LC 5) Max Gray All reactions 250 lb or less at joint(s)2,23,24,25 except 16=445(LC 20),19=1526(LC 20),21=1073(LC 19),21=951(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-434/92,3-4=-369/64,4-5=-327/49,5-6=-289/25,6-7=-252/32,7-8=-319/21, 8-9=-285/29,9-10=-287/61,10-11=-286/105,11-12=-300/179,12-13=-312/167, 13-14=-394/124,14-15=-16/386,15-16=-359/114 BOT CHORD 2-25=-78/365,24-25=-78/365,23-24=-78/365,22-23=-82/367,21-22=-82/367, 20-21=-113/835,19-20=0/311,18-19=-6/266,16-18=-8/261 WEBS 21-31=-803/358,30-31=-820/358,29-30=-746/328,26-29=-656/291,26-28=-595/264, DEQ P R OFF61 1s 27-28=-462/197,27-32=-484/236,14-32=-465/200,14-19=-1089/228,15-19=-620/318, \<<* fJ 14-20=-106/748,20-26=-514/256,11-28=-297/151,7-21=-398/247 �.. , FiNG�NEFR . , NOTES- w 9 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.ll;Exp B;Enclosed; 92 I OP r MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, ,:c.100,..41, /.�f X Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right / exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry © Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. OREGON k, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 7L- 't O� A, 4)Unbalanced snow loads have been considered for this design. O k 14, 2 �� e 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs j non-concurrent with other live loads. MER R 10-- 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. EXPIRES: 12-31-2019 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide May 8,2019 CorWi Otti utile bottom chord and any other members,with BCDL=10.Opsf. I ....- A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086725 1770409 A01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:19 2019 Page 2 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-PcsfpblAy5Ny0tSIkiEO5H4DdAReHCaL8aTGgrzl WDU NOTES- 10)A plate rating reduction of 20%has been applied for the green lumber members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,24,25 except(jt=lb)16=135,19=288,21=272, 22=293. _ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086726 1770409 A02 Common 3 1 ' Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:20 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-tpQ11 xloiPVoe11 VIPIdeUdLkZl40ZpU NECcICHzI W DT 1-0-q 6-8-0 13-4-0 1 20-0-0 26-8-0 33-4-0 1 40-0-0 4I1-0-q 1-0-06-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0-0 Scale=1:70.1 5x6 = 5 6.00 12 �� 17 18 3x4 19 3x4 4 16 6 • • 5x6 i 8x8 J 7• 2x4 I I 3 \ " ' 8 hAks5 20 cq 12 9 0 1 i:1 f .. _k 4o Inn 4x6 = 14 21 22 13 23 24 12 � 4x6 = 0 3x4 = 5x10 = 3x6 = 3x6 = 10-0-0 20-0-0 30-0-0 34-6-0 40-0-0 10-0-0 I 10-0-0 10-0-0 1 4-6-0 1 5-6-0 Plate Offsets(X,Y)-- [2:0-0-9,Edge],[3:0-2-12,0-3-0],[11:0-2-12,0-1-8],[12:0-2-12,0-1-8],[13:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.23 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.52 12-13 >784 180 TCDL 7.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.08 11 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:214 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. 1-3,7-10:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-13,4-13 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1449/0-5-8,11=2009/0-5-8 Max Horz 2=204(LC 16) Max Uplift 2=-356(LC 12),11=-454(LC 13) Max Gray 2=1492(LC 19),11=2009(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2504/588,3-4=-2232/526,4-5=-1393/386,5-6=-1324/392,6-7=-955/232, 7-8=-306/427,8-9=-462/608 BOT CHORD 2-14=-624/2147,13-14=-388/1712,12-13=-144/1067,11-12=-177/393,9-11=-441/477 WEBS 5-13=-192/800,6-12=-743/378,7-12=-319/1187,4-13=-893/395,4-14=-83/521, 3-14=-351/278,7-11=-1520/388,8-11=-499/298 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCOL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,,,,EO P R OFe 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 .��(, Ss 3)Unbalanced snow loads have been considered for this design. sGj ,ANG I N;��� /O 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 2 non-concurrent with other live loads. ,� 89200PE .7 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide / .�, will fit between the bottom chord and any other members,with BCDL=10.0psf. / �P °,, 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=356,11=454. 0 4l OREGON ��2 /O _y 14, 2a 4 SFR R I LL 6 EXPIRES: 12-31-2019 May 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �'- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bradng M 1 I;� ®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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086727 1770409 a A03 Common 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:21 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-M?_PEHmQTidfGBchs7GsAi9UEz4Y147ecuyNljzl WDS t-0� 6-8-0 13-4-0 20-0-0 I 26-8-0 33-4-0 40-0-0 41-0-(� -0-0 6 8-0 6 8-0 6 8-0 6 8-0 6 8-0 6 8-0 1-0-0 Scale=1:71.7 5x6 = 5 6.0012 0 3x4 15 111)61 17 3x4 J j- 4 14 6 ql 5x65x6 3 7 t� 'PA.,' 13 18 4x8 I I 12 8g i ____ ce 1,9 °o 0 0 Ic, 0 4x6 = 12 19 20 11 21 22 10 4x6 = 0 3x4 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-9,Edge],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-13,0-9-7],[8:0-0-9,Edge],[11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.68 11-12 >698 180 TCDL 7.0 Rep Stress lncr YES WB 0.57 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:207 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 . BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=1728/0-5-8,8=1725/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-393(LC 12),8=-392(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3008/702,3-4=-2732/666,4-5=-1926/586,5-6=-1926/586,6-7=-2732/667, 7-8=-3009/703 BOT CHORD 2-12=-692/2592,11-12=-458/2144,10-11=-355/2144,8-10=-506/2593 WEBS 5-11=-305/1298,6-11=-885/393,6-10=-80/508,7-10=-331/276,4-11=-885/393, 4-12=-80/508,3-12=-331/275 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right fI ',0 PR QF exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ` s 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 � GINEFh, s"a3)Unbalanced snow loads have been considered for this design. /.J. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs is5U 'S�non-concurrent with other live loads. 9LUUP C 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent in t with any other live loads. 'f 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Ale, will fit between the bottom chord and any other members,with BCDL=10.0psf. _AK ✓ .7 . 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) y OREGON <!,1 2=393,8=392. G 2j \t <0 ,9), 14, 20 p-�' ME• RRILL e' EXPIRES: 12-31-2019 May 8,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Lf a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086728 1770409 A04 Common 3 1 ° Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:22 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-gBYnSdn2E01WtLBtPgn5jvifzNPnU WNngYhxH9zl WDR 11-0-0' 6-8-0 I 6-80 I 60 -0 I 68-0 I 64-0 I 6-8-0 410-09 Scale=1:71.7 5x6 = 5 6.00 12 0. 3x41 \ 7 • 5x6 % 5x6 3 t� .f)'13 18 \/ 4x8 I I m 1 2 8g o dio _ oI t 0 4x6 = 12 19 20 11 21 22 10 o 4x6 = 3x4 = 5x10 = 3x4 = 10-0-0 20-0-0l 30-0-0 l 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-9,Edge],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-13,0-9-7],[8:0-0-9,Edge],[11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.68 11-12 >698 180 TCDL 7.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:207 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=1728/0-5-8,8=1725/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-393(LC 12),8=-392(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3008/702,3-4=-2732/666,4-5=-1926/586,5-6=-1926/586,6-7=-2732/667, 7-8=-3009/703 BOT CHORD 2-12=-692/2592,11-12=-458/2144,10-11=-355/2144,8-10=-506/2593 WEBS 5-11=-305/1298,6-11=-885/393,6-10=-80/508,7-10=-331/276,4-11=-885/393, 4-12=-80/508,3-12=-331/275 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right f- Ep PR QF 2)TCexLL:ASCE 7-10;Pf=25 0 psf(flat roof sed;C-C for members and forces&snow);Category IWFRS for Ions shown;I;Exp B;Fully Exp.; C=1 1060 plate grip DOL=1.60 \CD. NG'N Ec[�06> 3)Unbalanced snow loads have been considered for this design. F /fj 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� 89200P E "9� non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ...,/drillifea:i...r.„:. .„,K_____ will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 0 A� ""OREGON �/� 2=393,8=392. 2� `�/ al �" p` O }- 14, � S,Q 2FR R 10--� ' EXPIRES: 12-31-2019 May 8,2019 MUM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. tut 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 MeV' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 1 leV' 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 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086729 1'770409 A05 Common 2 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:23 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-IN69fzog?KtNVU14zYIKF7EgjnlODzdx3BRUpczl W DQ I-0 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0 t1 -0-0 6 8-0 6 8-0 6 8-0 6 8-0 6 8-0 6-8-0 "i-0-0 Scale=1:71.7 5x6 = 5 6.00 12 0 3x4 15 16 4 173x4 4 6 5x6 i -• 5x6 3 7 .t\ 14. A Oj, 13 Aliiiiiiiiiiiii18 4x8 II �1 2 89 Iw 4x6 = 12 19 20 11 21 22 10 4x6 = o Io 3x4 = 3x4 = 5x10 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-9,Edqe],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-13,0-9-7],[8:0-0-9,Edge],[11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.68 11-12 >698 180 TCDL 7.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH I Weight:207 lb FT=10% BCDL 10.0 I 9 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=1728/0-5-8,8=1725/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-393(LC 12),8=-392(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3008/702,3-4=-2732/666,4-5=-1926/586,5-6=-1926/586,6-7=-2732/667, 7-8=-3009/703 BOT CHORD 2-12=-692/2592,11-12=-458/2144,10-11=-355/2144,8-10=-506/2593 WEBS 5-11=-305/1298,6-11=-885/393,6-10=-80/508,7-10=-331/276,4-11=-885/393, 4-12=-80/508,3-12=-331/275 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right nED PR a� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 <C ` �'s 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �‘yG i N EF- �� 3)Unbalanced snow loads have been considered for this design. /L 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 'y non-concurrent with other live loads. :92 OP 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '� }'"r will fit between the bottom chord and any other members,with BCDL=10.0psf. -" APP 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=393,8=392. FG A_OREGON '-j r4 Ai' 14 2°.t.p4 SFR R 10- EXPIRES: 12-31-2019 May 8,2019 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERENCE PAGE MII-7473 rev.101032015 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 mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall s building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IviMak' 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086730 1770409 A06 Common 1 1 ' Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:24 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-magYtJolmd0E7eKGXFpZoKn?TB5FyQs4IrA1 L2zl W DP �-0 9 6-8-0 1 13-4-0 20-0-0 26-8-0 I 33-4-0 40-0-0 4I1-0-0 -0-0 6 8-0 6 8-0 6 8-0 6 8-0 6 8-0 6-8-0 1-0-0 Scale=1:71.7 5x6 = 5 6.00 12 0 3x4 15 16 173x4 4 14 6 • 5x6 5x6 3 7 13 1 U VS ;;8 Io tM 0 4x6 = 12 19 20 11 21 22 10 4x6 = c, 3x4 = 5x10 = 354 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 I 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-9,Edge],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-13,0-9-7],[8:0-0-9,Edge],[11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.68 11-12 >698 180 TCDL 7.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.17 8 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix-RH Weight:207 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=1728/0-5-8,8=1725/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-393(LC 12),8=-392(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3008/702,3-4=-2732/666,4-5=-1926/586,5-6=-1926/586,6-7=-2732/667, 7-8=-3009/703 BOT CHORD 2-12=-692/2592,11-12=-458/2144,10-11=-355/2144,8-10=-506/2593 WEBS 5-11=-305/1298,6-11=-885/393,6-10=-80/508,7-10=-331/276,4-11=-885/393, 4-12=-80/508,3-12=-331/275 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right ��Q PR Opt- exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5(, c cS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �Gj ,.:9021N10:FD.:Eis: (51/0:17;:„3)Unbalanced snow loads have been considered for this design. �?4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)A plate rating reduction of 20%has been applied for the green lumber members. d Cr 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) -p OREGON 4.j 2=393,8=392. G/Q'Lr1 y 14, 2°\ 4� SRRIO- 6P EXPIRES: 12-31-2019 May 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual tress web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086731 1770409 • A07 COMMON 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:26 2019 Page 1 I D:PtTQZWdKwhsQfES0aiZeVoy966Y-iynlH_gZIFGyMyUfegs 1 tlsPim9QJAN19f8Qxzl WON -0. 6-8-0 134-0 20-0-0 1 26-8-0 1 334-0 I 37-8-0 40-0-041-0 0 -0 6 8-0 6-8-0 6 8-0 6 8-0 6-8-0 4-4-0 2-4-0 T-0- Scale=1:77.4 • 5x6 = 5 6.00 12 ri 3x4 i 26 27 3x4 4 25 28 6 ' 5x6 8x8 3 7 41 24 29 2x4 I I 12 IN \I[�\ 9 cZ�J .� iuw,����`I 'o Iri to 11 - o 16 30 31 15 14 13 32 33 12 4x4 = 4x6 = 3x4 = 5x12 MT18HS = 6x8 3x4 5x12 MT18HS = 8x12 II ��,�,� 4x8 • VERTICAL SUPPORT OF FREE END 2.93[14x8 II OF CHORD IS REQUIRED. 1 10-0-020-0-0 20-0-0 23-7-0 I 30-0-0 37-8-0 140-0-0 1 10-0-0 10-0-0 3-7-0 6-5-0 7-8-0 2-4-0 Plate Offsets(X,Y)-- [2:0-1-1,Edge],[3:0-2-12,0-3-0],[6:0-1-8,0-1-8],[9:0-1-2,0-0-7],[11:0-5-8,0-2-8],[12:0-1-12,0-1-8],[13:0-3-6,0-0-12],[14:0-6-4,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.41 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 VertCT -1.02 12-14 >471 180 MT18HS 220/195 BCD LLTCL 0.0 *7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.26 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:223 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied. 1-3,7-10:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 6-14,4-14 11-14:2x4 DF 2400F 2.0E,13-15:2x6 DF No.2 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1733/0-5-8,9=1730/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-391(LC 12),9=-390(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3050/728,3-4=-2770/684,4-5=-1999/596,5-6=-2020/601,6-7=-3089/739, 7-8=-4057/944,8-9=-4361/916 BOT CHORD 2-16=-710/2664,14-16=-467/2205,12-14=-387/2330,11-12=-610/3116,9-11=-726/3774 WEBS 5-14=-273/1326,6-14=-997/405,6-12=-129/744,7-12=-573/321,4-14=-837/382, 4-16=-84/454,3-16=-378/285,8-11=0/431,7-11=-136/668 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 t1fGa PR pF 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ��` C'ss 3)Unbalanced snow loads have been considered for this design. SCO ANG I N Ez� /a, 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �� -9 5)All plates are MT20 plates unless otherwise indicated. :9200P r 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /1 .°'7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. -! — . r� 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify p OREGON ,,,CZ" of bearing surface. L 4, r•� r` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) <O '41)-- 1 4 2O �— 2=391,9=390. A. �Q' 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum FR R 10- sheetrock be applied directly to the bottom chord. EXPIRES: 12-31-2019 May 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11411-7073 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 MiT®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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086732 1770409 A08 COMMON 7 1 ' Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:27 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-A9LgVKrB3YOp_63rCONGQzPaSO6O9mQW_pPiyNzI WDM 1-0 6-8-0 13-4-0 20-0-0 26-8-0 33-4-037-8-0 140-0-0411I-0-0 1-0 6 8- 0 6 8-0 6 8-0 6 8-0 6 8-0 4 4-0 2-4-0 7-0 Scale=1:77.4 5x6 = 5 6.00 12 ji 3x4 i 26 27 3x4 4 25 28 6 5x6 i 8x8 37 �- 41 2x4 H 24 \98 9 12 IN .. 2...., ,gyp ov� o ., iuwinm .��1 -_ L� 1rg IT to 11 0 0O 0 16 30 31 15 14 13 32 33 12 3x4 = 5x12 MT18HS — 4x4 = 3x4 = 5x12 MT18HS = 4x6 = — 6x8 H 4x8 r 8x12 I I 2.931 VERTICAL SUPPORT OF FREE END ?2x4 H OF CHORD IS REQUIRED. 10-0-0 20-0-0 23-7-0 30-0-0 37-8-0 40-0-0 10-0-0 10-0-0 1 3-7-0 6-5-0 7-8-0 2-4-0 Plate Offsets(X,Y)-- [2:0-1-1,Edge],[3:0-2-12,0-3-0],[6:0-1-8,0-1-8],[9:0-1-2,0-0-7],[11:0-5-8,0-2-8],[12:0-1-12,0-1-8],[13:0-3-6,0-0-12],[14:0-6-4,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.41 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -1.02 12-14 >471 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.26 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:223 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied. 1-3,7-10:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 6-14,4-14 11-14:2x4 DF 2400F 2.0E,13-15:2x6 DF No.2 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1733/0-5-8,9=1730/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-391(LC 12),9=-390(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3050/728,3-4=-2770/684,4-5=-1999/596,5-6=-2020/601,6-7=-3089/739, 7-8=-4057/944,8-9=-4361/916 BOT CHORD 2-16=-710/2664,14-16=-467/2205,12-14=-387/2330,11-12=-610/3116,9-11=-726/3774 WEBS 5-14=-273/1326,6-14=-997/405,6-12=-129/744,7-12=-573/321,4-14=-837/382, 4-16=-84/454,3-16=-378/285,8-11=0/431,7-11=-136/668 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �(0 PR OFF tat 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 S 3)Unbalanced snow loads have been considered for this design. c,,,'<('\-‘ j G►N E�`g �Q 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �j non-concurrent with other live loads. �� 89200PE -9. 5)All plates are MT20 plates unless otherwise indicated. .,,...... 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /fir r✓` fir°" will fit between the bottom chord and any other members,with BCDL=10.0psf. M P _._... 8)A plate rating reduction of 20%has been applied for the green lumber members. (� 9)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 1L OREGON ��(/ capacity of bearing surface. \�` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �O �14} rZP�" 2=391,9=390. 0 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum SFR R 11.- sheetrock be applied directly to the bottom chord. EXPIRES: 12-31-2019 May 8,2019 V tat A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut 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` 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?P/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086733 1770409 • A09 Common 8 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:28 2019 Page 1 I D:PtTQZWdKwh5QfESOaiZeVoy966Y-eLv2igspgsWgbGe1 m5uVyAyhToSBuEsgDT8FUpzI W DL 0 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0-4 -0- 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6 8-0 1-0-0 Scale=1:71.7 5x6 = 5 6.00 12 rn 3x4 15 16 17 3x4 J 4 14 6 5x6 5x6 3 7 13 18 ; / 4x8 II .:00013 2q T9 89 0 oIar 0 4x6 = 12 19 20 11 21 22 10 4x6 = o 3x4 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0I 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-9,Edge],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-13,0-9-7],[8:0-0-9,Edge],[11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.68 11-12 >698 180 TCDL 7.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight 207 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=1728/0-5-8,8=1725/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-393(LC 12),8=-392(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3008/702,3-4=-2732/666,4-5=-1926/586,5-6=-1926/586,6-7=-2732/667, 7-8=-3009/703 BOT CHORD 2-12=-692/2592,11-12=-458/2144,10-11=-355/2144,8-10=-506/2593 WEBS 5-11=-305/1298,6-11=-885/393,6-10=-80/508,7-10=-331/276,4-11=-885/393, 4-12=-80/508,3-12=-331/275 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right c2 ,0 PR OF exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •`<(,`` Opt 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 N� . GINE /a 3)Unbalanced snow loads have been considered for this design. N. /r!j 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs '4•Cf 89 200P E . non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �.., 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,0011, r will fit between the bottom chord and any other members,with BCDL=10.0psf. I 7)A plate rating reduction of 20%has been applied for the green lumber members. Cr 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) - OREGON <0 2=393,8=392. s.-- 2j rtp <O ��' 14, 4- P+ 4"/ R R 11-\,- e' EXPIRES: 12-31-2019 May 8,2019 spa , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111 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 Mf 1ek' 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 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job (Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086734 1770409 A10 Common 3 1 ' Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:29 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-7XTRw0sRbAeXDPDDKoPkVOUsCCoQdh6pR7uo1FzIWOK 1-0-0 6-8-0 134-0 20-0-0 26-8-0 334-0 { 40-0-0 41-0-0 1-0-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-0-0 Scale=1:71.7 5x6 = 5 6.00 12 7i 3x4 15 16 3x4 14 17 6 4 • 5x6 5x6 3 7 13 18 4x8 I I 2 89 1 = io o :: mem is i CS Iwv 0 4x6 = 12 19 20 11 21 22 10 4x6 = oIO 3x4 = 3x4 = 5x10 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-0-9,Edge],[3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[8:0-0-13,0-9-7],[8:0-0-9,Edge],[11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.68 11-12 >698 180 TCDL 7.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:207 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=1728/0-5-8,8=1725/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-393(LC 12),8=-392(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3008/702,3-4=-2732/666,4-5=-1926/586,5-6=-1926/586,6-7=-2732/667, 7-8=-3009/703 BOT CHORD 2-12=-692/2592,11-12=-458/2144,10-11=-355/2144,8-10=-506/2593 WEBS 5-11=-305/1298,6-11=-885/393,6-10=-80/508,7-10=-331/276,4-11=-885/393, 4-12=-80/508,3-12=-331/275 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-2-2,Interior(1)3-2-2 to 16-0-0,Exterior(2)16-0-0 to 24-0-0, Interior(1)24-0-0 to 36-9-6,Exterior(2)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right EQ P R O,c exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _.\\*` ass 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Gj ��G I N EFg /o 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 4/ '9 non-concurrent with other live loads. CC $ 200PE r 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,en! will fit between the bottom chord and any other members,with BCDL=10.0psf. --I 4 .. ,. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) F A_OREGON Q, �.' 2=393,8=392. li/O�?,9 k 1 4} 2O'` �� P MFR R I I_\- e' EXPIRES: 12-31-2019 May 8,2019 r A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. N� 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety/nformafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086735 1770409 • All GABLE 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:31 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-3wbBLiuh7nuFSjNcRDRCapaN9?dQ5h26vRNv58zl WD I 4 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0-0 -0- 6 8-0 6 8-0 6 8-0 6-8-0 1 6 8-0 6 8-0 1-0-0 Scale=1:79.2 5x6 = 13 Sheet Back 6.00 12 +. 12 /" moi, 14 Cathedral 10-0-0 19-2-8 '� , 1 Ply. ';.�� ** * 15 moi. 10 �� **i�� 16 • 8 /� jai, 18 / • 4x8 ifV4*4. 4x8 202 II19 3x6 U ���._ Irk////. ,_�i ��� 25 I. ro o 3x6 II 6 4x6 = 42 41 40 39 38 37 34 33 32 31 30 29 28 27 26 4x6 = 8x8 = 3x6 II 36 35 3x6 = 3x4 10-0-0 15-4-12 20-0-0 20-9-8 30-0-0 40-0-0 10-0-0 5-4-12 4-7-4 0-9- 9-2-8 10-0-0 Plate Offsets(X,Y)-- [24:0-0-5,Edge],[24:0-0-13,0-9-7],[38:0-4-0,0-2-4],[44:0-3-0,0-0-12],[45:0-3-0,0-0-12],[46:0-3-0,0-0-12],[47:0-3-0,0-0-12],[48:0-3-0,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.02 37-38 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.05 37-38 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 24 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:299 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-6,20-25:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 DF No.1&Btr G 10-0-0 oc bracing:37-38,35-37. WEBS 2x8 DF SS*Except* WEBS 1 Row at midpt 13-44,14-34,15-33 37-43:2x4 DF Std G JOINTS 1 Brace at Jt(s):43,45,48 OTHERS 2x4 DF Std G WEDGE Right:2x4 DF Std-G REACTIONS. All bearings 19-6-0 except(jt=length)2=10-7-8,38=10-7-8,39=10-7-8,40=10-7-8, 41=10-7-8,42=10-7-8. (Ib)- Max Horz 2=204(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,24,39,40,41,42,33,32,31, 30,29,28,27,26 except 38=-214(LC 12),34=-119(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,24,39,40,41,42,34,32,31, 30,29,28,27,26 except 38=709(LC 19),35=593(LC 19),33=253(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-295/83,11-12=-153/327,12-13=-123/407,13-14=-125/412,14-15=-101/318 BOT CHORD 37-38=-75/690,35-37=-75/690 WEBS 38-48=-717/288,47-48=-691/258,43-47=-614/212,43-46=-530/170,45-46=-651/250, 44-45=-725/322,35-44=-744/216,11-46=-271/179 <cyo P R OF4:70 NOTES- �Gj �c\AGINEz. /0 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-0-9-14 to 3-2-2,Exterior(2)3-2-2 to 16-0-0,Comer(3)16-0-0 to 24-0-0, 4.4y -9 Exterior(2)24-0-0 to 36-9-6,Comer(3)36-9-6 to 40-9-6 zone;cantilever left and right exposed;end vertical left and right cc 89200P E r exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 . 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 d �� ' Cr ' -j 4)Unbalanced snow loads have been considered for this design. -p A"OREGON to 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs L- '4/ non-concurrent with other live loads. /O 1 2- 4 6)All plates are 2x4 MT20 unless otherwise indicated. `l O+�P 7)Gable studs spaced at 2-0-0 oc. FR RIO,�' 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. May 8,2019 Continued on oaae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit 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/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB k608673y 1770409 All GABLE 1 1 • Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 S Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:31 2019 Page 2 I D:PtTQZWdKwhsQfESOaiZeV oy966Y-3wbBLiuh7nuFSjNcRDRCapaN9?dQ5h26vRNv58zl WDI NOTES- 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,24,39,40,41,42,33,32,31,30,29,28,27,26 except(jt=Ib)38=214,34=119. 11111111111111 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.11/03/2015 BEFORE USE. tut 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/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086736 1'770409 • B01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:34 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-TVGKzjwaPiGpJB5B6M?vCRCsVDeJIOfYbPbZiTz1 WDF 16-0-0 1::g--g 1-0-0 7-6-0 11.2-12 14-0-0 15-0-0� I 18-9-4 22-6-0 24-a-10 30-0-0 1-0-01 0.0 7-6-0 3-8-12 2-8-4 0-0 -ao 2-9-4 3-8-12 2-3-10 5-2-6 -0.0 4x4 = Scale=1:68.7 3x4 I I 3x4 I I 10 11 Sheet Front 9 "rsp� 12 Left Option 18-6-8 8 A"%r��, 1 Ply 7/16"4x9 OSB 7 52�'o fr'�r��i�53 13 11-2-12 �./ /� �#% �r• 54 11-2-12 5x6 ///../t/� `r;/����/y/ r 14 /� �'�i 6.00 12 5 / , pr,AER ivi�ii M %iii '-liP 15 5x8 16 3 ISI/ / ��%��! AV,��.r%%%I��%� 1 55 ,A7 Or o/VW JJJ�44�ie����e���e�e�e��eD�e JJ�J♦�.- LT o Int O 3x4 = 3x4 II 3x4 H 19 3x4 = 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 = 9x16 MT18HS = 9x16 MT18HS = 20-0-0 I 10-0-0 'I1-2-121 14-0-0 I 16-0-0 18-6-6 1& 2 4 -34 30.0-0 10-0-0 �I-2-12 2-&4 2-0.0 2-B-8 0-I5� 4-3-4 5-8-12 1-0-0 Plate Offsets(X,Y)-- [4:0-3-0,0-3-0],[16:0-2-8,0-3-0],[33:0-1-6,0-1-9],[35:0-4-12,0-4-8],[37:0-4-12,0-4-8],[38:0-4-12,0-4-8],[40:0-4-12,0-4-8],[44:0-1-13,0-0-0],[45:0-1-13 ,0-0-0],[46:0-1-13,0-0-0],[47:0-1-13,0-0-0],[48:0-1-6,0-1-9],[49:0-1-6,0-1-9] LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.02 17-19 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.16 Vert(CT) -0.05 17-19 >999 180 MT18HS 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.30 Horz(CT) 0.01 17 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:349 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 4-10,10-16:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 DF No.1&Btr G 10-0-0 oc bracing:20-21,19-20,17-19. WEBS 2x4 DF Std G*Except* JOINTS 1 Brace at Jt(s):35,39,40,43,45,48 16-21:2x6 DF No.2,9-25,11-23:2x10 DF SS OTHERS 2x4 DF Std G REACTIONS. All bearings 19-0-0 except(jt=length)17=0-3-8,20=0-3-8. (Ib)- Max Horz 2=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s)25,23,28,29,30,31,22 except - 21=-281(LC 13),32=-102(LC 12),17=-128(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,23,24,26,29,30,31,32,22, 20 except 21=415(LC 20),25=270(LC 19),28=258(LC 19),17=523(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=-622/113 BOT CHORD 22-23=-129/264,21-22=-129/264,20-21=-16/507,19-20=-16/507,17-19=-19/501 WEBS 21-33=-747/360,33-48=-635/296,48-49=-593/265,16-49=-596/272,25-37=-256/62, 35-37=-262/64,38-40=-321/86,11-40=-304/98 NOTES- ED PROF 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; `�`` ��r MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Gj NG I N�•F,[� t/, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 44,e -A 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 89200PE r Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10r 4)Unbalanced snow loads have been considered for this design. �� "" 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. A_OREGON C(/� 6)All plates are MT20 plates unless otherwise indicated. L 47 � k 7)All plates are 2x4 MT20 unless otherwise indicated. /Q 'f}' 14, 2.0% -'- 8)Gable studs spaced at 2-0-0 oc. /� �P 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -'F(?RI VA- 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)25,23,28,29, May 8,2019 30,31,22 except(it=lb)21=281,32=102,17=128. 1 ...... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev.10ro3/2015 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 mg 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/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086737, 1770409 CO1 GABLE 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:35 2019 Page 1 ID:PtTQZWdKwhsQfESOaiZeVoy966Y-xhgiA3xCAO0gxKgNg3W81fk3ScOJ 1 Wyig3L7EvzI WDE -1-0-0 5-8-12 11-5-8 12-5-8 1-0-0 l 5-8-12 5-8-12 1-0-0 Scale:1/2"=1' 5x6 = 4 Sheet Front Z/,,' Full Sheathing 1 Ply. 6.00 12 2x4 II „A.,. 5 2x4 3 /, 13 11 12 /�/ ,/% 14 2 / 4 0/ ,e 7 '9 / // ; X i/1r� / , 44, 44 , ; .- .. ,/t //,l.. //... .,, //." Igo 10 9 8 3x4 = 2x4 II 2x4 II 2x4 3x4 = 11-5-8 11-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 7 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 ,Vert(CT) 0.00 6 n/r 120 TCDL 7.0 Rep Stress lncr YES WB 0.10 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:57 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 11-5-8. (Ib)- Max Horz 2=64(LC 16) Max Uplift All uplift 100 lb or less at joint(s)2,6 except 10=-133(LC 12),8=-133(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,6,9 except 10=329(LC 19),8=330(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-10=-252/321,5-8=-253/324 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-0-9-14 to 2-2-2,Exterior(2)2-2-2 to 2-8-12,Comer(3)2-8-12 to 8-8-12, Exterior(2)8-8-12 to 9-2-14,Corner(3)9-2-14 to 12-2-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/I-PI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 2C P R Q�r non-concurrent with other live loads. ````1. c s 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. �CJ� ANG I NE- , `S�0 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,-? 19' 'Ti 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��C/ 89200P E 9� will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6 except '101: (jt=lb)10=133,8=133. r f' • •' �� "'� 17 ,�OREGON�� ��t✓� '0 x9)- 14, 2° ,' MFRRIL�- R>' EXPIRES: 12-31-2019 May 8,2019 MINIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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` 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/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086738 1770409 201 GABLE 1 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:36 2019 Page 1 I D:PtTQZWdKwhsQfESOaiZeVoy966Y-PuO4OPygxJ WXZUFaEm 1 NHsHFGOMhmzDr2j4gnMzIW DD -1-0-0 54-121 10-9-8 I 11-9-8 1-0-0 5-4-12 5-4-12 1-0-0 Scala=1:22.7 5x6 = 4 Sheet Back Full Sheathing 1 Ply. 6.00 112 2x4 I I Ad/ 49 5 2x4 I I ri or 2 �i 6 ci 1 e �, ////ate...__//p -�00%��I'Y'I'!'OOOr J'O/I'f'r�'044�4%�I'Y'I'04'I'4'ff •tf f!/4'I'f 4f 4'f Ff 1'f f f 0�4'PEY'f'r{'I"V�'��4�PI'f �� CD 00 O y �'� i�'00�i�i�i�i' i'Oi'Oie��i�iO'O��ie�iO��O'O'O4�'O�e.O'O������".• ••*i���' ��O�*iO�i���O�e00��''O''O'O�O�ei*** Jr. 0 10 9 8 3x4 = 3x4 =2x4 II 2x4 11 2x4 II 10-9-8 10-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 6 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 6 n/r 120 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:53 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 10-9-8. (lb)- Max Horz 2=61(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,6 except 10=-123(LC 12),8=-122(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,6,9 except 10=301(LC 19),8=302(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-10=-232/318,5-8=-233/320 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. � coR oic-e 7)Gable studs spaced at 2-0-0 oc. ```` c616) 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Cj �G I N E* /p 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V 7 I� will fit between the bottom chord and any other members. ZC/ -f! 10)A plate rating reduction of 20%has been applied for the green lumber members. 2 89 200P E 1' 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6 except ^d r,, (jt=lb)10=123,8=122. v C) Q 43 OREGON\t. �`./ � RR1 0- �' EXPIRES: 12-31-2019 May 8,2019 MUM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERENCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the 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 MMTek° 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/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1770409-PLH 1700 Teton D-Lot 6 WB K6086739, 1770409 Z02 Common 4 1 Job Reference(optional) Builders FirstSource(Beaverton,OR), Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 8 16:01:37 2019 Page 1 ID:PtTQZWdKwhsQtESOaiZeVoy966Y-u4ySblzSideOAegmoUYcg4gMqQg1 VQa_HNgDJozIWDC -1-0-0 5-4-12 10-9-8 11-9-8 1-0-0 5-4-12 5-4-12 1-0-0 Scale=1:21.3 5x6 = 3 6.00 12 8 7 c• r; 4 2 5 IT m 1 =, o c c °D IT nAIL 6 ' 2x4 I I 3x4 = 3x4 = 5-4-12 10-9-8 5-4-12 5-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.04 4-6 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight 49 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=503/0-3-8,4=500/0-3-8 Max Horz 2=61(LC 12) Max Uplift 2=-125(LC 12),4=-124(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-568/204,3-4=-567/204 BOT CHORD 2-6=-63/426,4-6=-63/426 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ! 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide at P R will fit between the bottom chord and any other members. `` D of s 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) .s, ANG I N FFR 6/ 2=125,4=124. 'C? 29 89200PE r AO • pL ,�OREGON tt� 14, MFR R 11..\- e' EXPIRES: 12-31-2019 May 8,2019 NMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2115 BEFORE USE. MI 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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 -01 14 -�3/4' Center plate on joint unless x,y I I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEIN Dimensions are in ft-in-sixteenths. I?44 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0'1/162. Truss bracing must be designed by an engineer.For 4 wide , a illMIEllff _ may requiretruss spacingbracin ,orindividual alternative Tor brI ces themselves .,LNIIPA°1211ti p bracing should be considered.glateral O IMAlpr U O 3. Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate H designer,erection supervisor,property owner and plates 0 ' e'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y 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. I software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. g 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 Trusses are designed for wind loads in the plane of the specified. �// Indicated by symbol shown and/or 9 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 ANSUTPI 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. 1 Indicates location where bearings (supports)occur. Icons varybut 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. *AMMO reaction section indicates joint -1. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIMINI green 18.Use of or treated lumber may pose unacceptable N.:.. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 1111 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, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MNT �6 ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015