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Plans (36) MiTekg MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1901023 PLH-Lot 25 Willow Brook The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by ProBuild West-Beaverton,OR. Pages or sheets covered by this seal: K5821470 thru K5821484 My license renewal date for the state of Oregon is December 31,2019. \��ED PROpt 7lN4\ 89200PE r 71- ,, OREGON krrt -4k 14 2° Q. - March 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 ANSIITPI-1, Chapter 2. Y Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook K5821470 B1901023 A01 GABLE 1 1 Job Reference(optional) r ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:28 2019 Page 1 ID:uCkC1 QdMyGA3s0?AszUOgczdFdb-fQ6u46fegrSMolpCiobLZys63OvuYIAJFW WbAFzdEyb 4 - 6-8-0 13-4-0 20-0-0 26-8-0 I 33-4-0 40-0-0 41I-0 0- 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 T-0 Scale=1:76.0 5x6 = 5 3x64.2-39 400 41 42 3x6 5x6 i :-''- • 6.00 12 �/ A3x65x6 J 3 7 `tom ° 3x6 II44 38 � 43 Allill111111111111co 1 2 �N 89 eo ala. Jo T 4x6 = 16 15 14 13 12 11 44 45 10 4x8 = d 3x4 = 5x8 = 304 = 3x6 I I 10-0-0 20-0-0 28-6-8 2819-4 40-0-0 10-0-0 10-0-0 8-6-8 0-2-42 11-2-12 Plate Offsets(X,Y)— [3:0-2-8,0-3-0],[7:0-2-8,0-3-0],[8:0-0-0,0-0-4],[11:0-4-0,0-3-0],[12:0-1-8,0-0-4],[12:0-2-8,0-0-0],[17:0-3-0,0-1-8],[18:0-1-0,0-1-8] 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 0.56 Vert(LL) -0.20 8-10 >657 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.61 8-10 >215 180 TCDL 7.0 Rep Stress Ina YES WB 0.97 Horz(CT) 0.01 8 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:299 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 5-11 WEBS 2x4 DF Std G*Except* 12-17,17-18,18-19:2x8 DF No.2 OTHERS 2x4 DF Std G REACTIONS. All bearings 10-5-8 except(jt=length)10=0-5-8,8=0-5-8. (Ib)- Max Horz 2=204(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,16 except 10=-327(LC 13), 12=-362(LC 12),8=-133(LC 13),13=-159(LC 5) Max Gray All reactions 250 lb or less at joint(s)14,15,16 except 2=293(LC 19), 10=1404(LC 20),12=1330(LC 19),8=467(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-310/151,3-4=-91/259,4-5=-549/262,5-6=-528/263,7-8=-368/143 BOT CHORD 11-12=-27/325,8-10=-30/279 WEBS 6-11=0/321,6-10=-985/292,7-10=-477/314,4-12=-9401304,3-12=-415/313 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-secondgust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; 1�V 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, tER°FF e, 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 ,�(, s exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 jS !AGI NE.E- 417,-- 2) p 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 G^ v 2 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �/ '7 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Ct. ti..;-.89200PE 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 overhangsA. non-concurrent with other live loads. /i ' . 6)All plates are 2x4 MT20 unless otherwise indicated. Q 7)Gable studs spaced at 2-0-0 oc. -p OREGON Ot 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i Y 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 2. T' will fit between the bottom chord and any other members,with BCDL=10.0psf. /� 14V 10)A plate rating reduction of 20%has been applied for the green lumber members. FR R I I.-`- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,16 except (jt=lb)10=327,12=362,8=133,13=159. EXPIRES: 12-31-2019 March 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. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notIlk a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e 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/FP11 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 I Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook K5821471 B1901023 A02 Common 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:29 2019 Page 1 ID:uCkC 1 QdMyGA3s0?AszUOgczdFdb-7cgGHSgHb9aDQvOOFV6a69PHnn EDHu8SUAF8ihzdEya -1,-0-9 6-8-0 13-4-0 20-0-0 i 26-8-0 I 33-4-0 40-0-0 4I1-0-q 1-0-0 6-8-0 6-8-0 I 6-8-0 6-8-0 6-8-0 6-8-0 1-0-0 Scale=1:69.7 5x6 = 5 ii 15 16 3x4 i 17 4x6 J 4 14 6 tt t''. 5x6 5x6 6.00 12 3 7 11 .i.: t; J. 13 18 $1102000/.1.11°... 9 1 2 8 9 m acIo J- . ._. V. 1IM 4x6 = 12 19 20 11 21 22 d 10 4x6 = 1 3x4 = 5x8 = 4x4 = 10-0-0 I 20-0-0 I 28-6-8 28-9-4 40-0-0 I 10-0-0 10-0-0 8-6-8 0-2-,2 11-2-12 Plate Offsets(X,Y)- [3:0-3-0,0-3-0],[7:0-2-8,0-3-0],[11:0-4-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.23 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.60 8-10 >219 180 TCDL 7.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.05 10 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-SH Weight:207 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G 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 6-10,4-11 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1163/0-5-8,10=2030/0-5-8,8=260/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-294(LC 12),10=-378(LC 13),8=-119(LC 13) Max Gray 2=1224(LC 19),10=2030(LC 1),8=330(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1953/459,3-4=-1672/401,4-5=-813/320,5-6=-704/320,6-7=-114/644, 7-8=-85/344 BOT CHORD 2-12=-512/1664,11-12=-267/1196 WEBS 5-11=-55/262,6-11=-154/900,6-10=-1608/453,7-10=-494/315,4-11=-883/382, 4-12=-86/552,3-12=-379/287 NOTES- 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 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 n exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 aC U PR 0 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Co* F�ss 3)Unbalanced snow loads have been considered for this design. �Gj !14GI NE4C� >p, 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 V v non-concurrent with other live loads. �/ e • C '9 w Thi$truss h Q n�_foc_e l_Ol nsf bottom ctrl r lin I hoftgQnor)(yti� other live loads. - ___ • i_ •L 8)1 This truss las been designed kir a live load oa 20.Opsf on lite 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. �- 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=294,10=378,8=119. OREGON b, 4// p.1.��4)" 14, 2°\Q, � RRILk- EXPIRES: 12-31-2019 March 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 M' 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/7PI1 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 PLH-Lot 25 Willow Brook K5821472 B1901023 A03 Common 1 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:30 2019 Page 1 ID:uCkCiQdMyGA3s0?AszUOgczdFdb-bpEeVohvMTi413zapDdpeMxSXBaSOLOciq?hF7zdEyZ I1-0-0 6-8-0 I 13-4-0 I 20-0-0 I 26-8-0 I 33-4-0 I 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=1:69.7 5x6 = 5 Ell 15 16 3x4 i 17 4x6 J 4 14 6 ,1 5x6 i 5x6 6.00 12 3 7 t• \111 . ' �q 13 18 g12 89 m o V m m e10 _- ._ olc5 0 4x6 = 12 19 20 11 21 22 10 4x6 = o 3x4 = 5x8 = 4x4 = 10-0-0I 20-0-0 28-6-8 28-9-4 40-0-0 II 10-0-0 10-0-0 8-6-8 04112 11-2-12 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[7:0-2-8,0-3-0],[11:04-0,0-3-4] 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 0.56 Vert(LL) -0.23 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.60 8-10 >219 180 TCDL 7.0 Rep Stress lncr YES WB 0.42 Horz(CT) 0.05 10 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:207 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. 3-5,5-7:2x4 OF No.1&Btr G 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 6-10,4-11 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1163/0-5-8,10=2030/0-5-8,8=260/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-294(LC 12),10=-378(LC 13),8=-119(LC 13) Max Gray 2=1224(LC 19),10=2030(LC 1),8=330(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1953/459,3-4=-1672/401,4-5=-813/320,5-6=-704/320,6-7=-114/644, 7-8=-85/344 BOT CHORD 2-12=-512/1664,11-12=-267/1196 WEBS 5-11=-55/262,6-11=-154/900,6-10=-1608/453,7-10=-494/315,4-11=-883/382, 4-12=-86/552,3-12=-379/287 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;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 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -I'> 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II9Exp B;Fully Exp.;Ct1.103 Unbalanced snow loads have been considered for this desi n.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 overhangsnonconcurrent 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. 0PE 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. 4411,00e,40,. 7)A plate rating reduction of 20%has been applied for the green lumber members. • L - 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=294,10=378,8=119. y CC- 1 'LJ OREGON IZIIx � �O 1412.0 FR R ILA- EXPIRES: 12-31-2019 March 8,2019 1 I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7173 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 Mil, 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/rPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Intonation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 e Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook K5821473 B1901023 A04 Common 3 1 r Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:31 2019 Page 1 ID:uCkC1 QdMyGA3s0?AszUOgczd Fdb-3?o 1 i8iX7mgxfDYnNw82BaUdGbvhloelxUkFnazdEyY 1-o-q 6-8-0 13-4-0 20-0-0 26-8-0I 33-4-0 I 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 1-0-3 Scale=1:69.7 5x6 = 5 ii 15 16 3x4 i 17 4x6 J 4 14 6 1 5x6 5x6 6.00 112 3 7 V,'... 14 B j. 18 13 1 89 m o — V m ro a�Io �. — ]o Icy 4x6 = 12 19 20 11 21 22 10 4x6 = o 3x4 = 5x8 = 4x4 = 1 10-0-0 I 20-0-0 28-6-8 2819-4 40-0-0 10-0-0 10-0-0 8-6-8 0-2-42 11-2-12 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[7:0-2-8,0-3-0],[11:0-4-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLLZS O Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.23 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.60 8-10 >219 180 TCDL 7.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.05 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:207 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G 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 6-10,4-11 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1163/0-5-8,10=2030/0-5.8,8=260/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-294(LC 12),10=-378(LC 13),8=-119(LC 13) Max Gray 2=1224(LC 19),10=2030(LC 1),8=330(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1953/459,3-4=-1672/401,4-5=-813/320,5-6=-704/320,6-7=-114/644, 7-8=-85/344 BOT CHORD 2-12=-512/1664,11-12=-267/1196 WEBS 5-11=-55/262,6-11=-154/900,6-10=-1608/453,7-10=-494/315,4-11=-883/382, 4-12=-86/552,3-12=-379/287 NOTES- 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 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 D exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �(��p PR 04-6, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 `�NGIN FLA (9/p) 3)Unbalanced snow loads have been considered for this design. C; E „, 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 �� /L non-concurrent with other live loads. -r 5)This truss has been designed fora 10.0 psf bottom chord liye load nornwncurrgnt with annnnw_tQ_her liya_ C 200 PE f _ �'This truss fias been designed for a live load of 20Dpsfon}he bottom cfiord Wall areas where a rectang�Te 3Z-41tall by 2-0-6 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. /11411� 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) ,iiii 1:r 2=294,10=378,8=119. 7 OREGON G-Mk 14, 2O RRIL'- EXPIRES: 12-31-2019 March 8,2019 1 I MINN A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mg 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 bradng of trusses and truss systems,see ANSIITP11 Quality Criteria,1:158-09 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 PLH-Lot 25 Willow Brook K5821474 B1901023 A05 Common 2 1 Job Reference(optional) ' ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:32 2019 Page 1 ID:uCkClQdMyGA3s0?AszUOgczdFdb-XBMPwUi9u4zoHN7zxefHknloO?FwUFtvA8UoJOzdEyX I1-0-0I 6-8-0 13-4-0 I 20-0-0 26-8-0 33-4-0 I 40-0-0 411-0-q 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=1:69.7 5x6 = 5 15 16 3x4 i 17 4x6 14 4 6 tt a1 5x6 i 5x6 J 6.00 112 3 7 13 18 012 P.6s 16 a O 4x6 = 12 19 20 11 21 22 10 4x6 = 3x4 = 5x8 = 4x4 = 10-0-0 20-0-0 28-6-8 2819-4 40-0-0 10-0-0 10-0-0 8-6-8 0-2-2 11-2-12 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[7:0-2-8,0-3-0],[11:04-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.23 11-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.60 8-10 >219 180 TCDL 7.0 Rep Stress Ina YES WB 0.42 Horz(CT) 0.05 10 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:207 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except' TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G 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 6-10,4-11 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1163/0-5-8,10=2030/0-5-8,8=260/0-5-8 Max Horz 2=204(LC 12) Max Uplift 2=-294(LC 12),10=-378(LC 13),8=-119(LC 13) Max Gray 2=1224(LC 19),10=2030(LC 1),8=330(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1953/459,3-4=-1672/401,4-5=-813/320,5-6=-704/320,6-7=-114/644, 7-8=-85/344 BOT CHORD 2-12=-512/1664,11-12=-267/1196 WEBS 5-11=-55/262,6-11=-154/900,6-10=-1608/453,7-10=-494/315,4-11=-883/382, 4-12=-86/552,3-12=-379/287 NOTES- 1)Wind:ASCE 7-10;Vult=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(Z)36-9-6 to 40-9-6 zone;cantilever left and fight exposed;end vertical left and right 8 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .D ?Rafts 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ;��G�N ��cS's/p 3)Unbalanced snow loads have been considered for this design. Gj F 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs ?j non-concurrent with other live loads. �� 9w' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 920OP 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 will fit between the bottom chord and any other members,with BCDL=10.Opsf. j� 7)A plate rating reduction of 20%has been applied for the green lumber members. I" 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) CI 2=294,10=378,8=119. ,�OREGON t. .tv� ibxirN c 14 9. Q. SFR R 10-0 EXPIRES: 12-31-2019 March 8,2019 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. NI`' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek W 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 end SCSI BuiMMg Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 4 Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook K5821475 B1901023 A06 Common 1 1 r Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:32 2019 Page 1 ID:uCkClQdMyGA3s0?AszUOgczdFdb-XBMPwUi9u4zoHN7zxefHknlnc?F2UCLvA8UoJOzdEyX 1-0.4 6-8-0 13-4-0 I 20-0-0 + 26-8-0 I 33-4-0 40-0-0 41-0-9 -0-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 I6-8-0 -04 Scale=1:70.9 5x6 = 5 ii 16 17 8x8 % 16 3x4 15 6 4 5x6 C0 6.00 12 5x6 3 7 t• 414 19 1 2 9y 4A01T o tea. Iui m 474. 0 4x6•= 13 20 21 12 11 22 23 10 4x6•= 616 3x4 = 3x4 \\ 5x10 = 3x4 = 10-0-0I 15-6-0 15-QT12 20-0-0 I 30-0-0 40-0-0 10-0-0 5-6-0 0-2'-12 4-3-4 10-0-0 10-0-0 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[4:0-2-12,0-1-12],[7:0-3-0,0-3-0],[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 0.59 Vert(LL) -0.26 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.58 10-11 >497 180 TCDL 7.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.04 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:215 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G 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 5-11,6-11,4-12 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=602/0-5-8,8=995/0-5-8,12=1856/0-5-8 Max Hors 2=204(LC 12) Max Uplift 2=-150(LC 12),8=-284(LC 13),12=-401(LC 12) Max Gray 2=663(LC 19),8=1070(LC 20),12=1856(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-773/180,3-4=-482/138,4-5=-386/245,5-6=-482/238,6-7=-1356/375, 7-8=-1640/441 BOT CHORD 2-13=-249/629,11-12=-668/354,10-11=-47/908,8-10=-294/1389 WEBS 6-11=-893/382,6-10=-87/571,7-10=-391/289,4-11=-200/1310,4-13=-105/505, 3-13=-414/288,4-12=-1915/474 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;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 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 E0 PRO 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 \.`5(,�yik GtN�F"7, .C) 3)Unbalanced snow loads have been considered for this design. Gj 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 'L non-concurrent with other live loads. �/ '9 ►1i 1 f iain n s ofd. - > __ . __ 89200PE r- F ) his 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,with BCDL=10.Opsf. • 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) Q rv' - 2=150,8=284,12=401. -rr OREGON R 1.0 Gid Y 14 V' P RRIIA- EXPIRES: 12-31-2019 March 8,2019 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2075 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,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. Braang 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/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 PLH-Lot 25 Willow Brook K5821476 B1901023 A07 Common 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:33 2019 Page 1 I D:uCkC1 QdMyGA3s0?ASzUOgczdFdb-?Ovn7pjnfO5fuXi9ULAWG?ZyLPdFDe62ODDMrSzdEyW 43 6-8-0 13-4-0 1 20-0-0 I 26-8-0 l 33-4-0 37-8-0 140-0-04 )-0-Q -0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 4-4-0 2-4-0 1-0-0 Scale=1:79.4 5x6 = 5 ii 8x8 i 21 22 3x4 20 23 6 4 5x6 i 6.00 128x8 3 7 Vi. �� 2x4 II 19 24 8 2 P-� 910 o m 1 g911�_-Mi �_ t I.o m Iin 6 0 Iii-4- ril 4x6 = 17 16 15 14 13 25 26 12 11 4x6 o I6 o 354 = 5x6 = 8x8 = 4x8 H 3x4 = 5x12 = 4x4 = 2x4 II 6x8 H2.93 112 VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. 10-0-0 15-6-0 20-0-0 30-0-0 37-8-0 40-0-0 1 10-0-0 1 5-6-0 l 4-6-0 1 10-0-0 I 7-8-0 l 2-4-0 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[4:0-4-0,0-1-8],[13:0-34,0-0-10],[14:0-2-8,0-5-12],[15:0-2-15,0-1-0],[16:0-2-0,0-3-0] 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 0.59 Vert(LL) -0.16 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.43 2-17 >435 180 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.07 9 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:236 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 5-14,6-14,4-16 13-16:2x6 DF No.2 WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=472/0-5-8,9=921/0-5-8,16=2060/0-5-8 Max Horz 2=204(LC 16) Max Uplift 2=-146(LC 12),9=-272(LC 13),16=-406(LC 12) Max Gray 2=567(LC 19),9=991(LC 20),16=2060(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-573/153,3-4=-280/227,4-5=-293/204,5-6=-340/204,6-7=-1293/364, 7-8=-2047/548,8-9=-2314/519 BOT CHORD 2-17=-241/454,16-17=-311/278,14-16=-955/395,12-14=-28/813,11-12=-318/1455, 9-11=-394/1934 WEBS 5-14=-310/75,6-14=-919/395,6-12=-107/584,7-12=-519/315,4-14=-185/1525, 4-17=-104/507,3-17=-424/288,8-11=0/280,7-11=-85/458,4-16=-2096/459 NOTES- 1)Wind:ASCE 7-10;Vuft=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf BCDL=6..0psf;h=25ft;Cat.I1;Exp B_;Enclosed; n 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`lgi PRopt s 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 ` s exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 mea NC?INEk- /Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);CategoryII;Exp B;Fully Exp.;Ct=1.10 �� V T 2 3)Unbalanced snow loads have been considered for this design. 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 9200PE � non-concurrent has wn otherwer live lfoods. j�J�"�_ 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. ti Q 7)A plate rating reduction of 20%has been applied for the green lumber members. •p`r ' OREGON tx � 8)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify !i � Y A< capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /� p14 Z e.. R 2=146,9=272,16=406. FRI I-k- EXPIRES: 12-31-2019 March 8,2019 f I mom 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 14111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/IP/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 PLH-Lot 25 Willow Brook K5821477 B1901023 A08 Common 7 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:34 2019 Page 1 ID:uCkClQdMyGA3s0?AszUOgczdFdb-UaT9L9kPQhDWWgHM23iIpC65NosMy6nBdSzvOvzdEyV -0-Q 6-8-0 13-4-0 I 20-0-0 I 26-8-0 I 33-4-0 I 37-8-0 140-0-0411-0-9 -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=1:79.4 5x6 = 5 r_i 3x4 i 21 22 3x4 4 20 23 6 • 5x6 i 6.00 12 8x8 3 7 19 `\\\24 8 m 1,12.0411L ._� . L , i..� 910 m m ,; ... BiII a ��. I`°I.16 0 4x6•= 17 25 16 26 15 13 27 28 12 11 o d o 14 r 3x4 -= 10x10 =4x8 3x4 = 5x8 WB= 8x8 = 4x8 II2x4 II 6x8 4x4 = VERTICAL SUPPORT OF FREE END 2.93 12 OF CHORD IS REQUIRED. 10-0-0 20-0-0 30-0-0 37-8-0 40-0-0 10-0-0 10-0-0 10-0-0 7-8-0 2-4-0 Plate Offsets(X,Y)— [3:0-2-12,0-3-0],[8:0-1-13,0-0-14],[9:0-2-2,0-0-11],[11:0-5-12,0-3-8],[13:0-3-1,0-0-11],[14:0-4-0,0-5-12],[15:0-2-11,0-1-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.36 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.92 12-14 >518 180 TCDL 7.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.26 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:227 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. BOT CHORD 2x4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 6-14,4-14 13-16:2x6 DF No.2 WEBS 2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. (lb/size) 2=1728/0-5-8,9=1725/0-5-8 Max Horz 2=204(LC 16) Max Uplift 2=-393(LC 12),9=-392(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2988/705,3-4=-2705/667,4-5=-1981/585,5-6=-1981/585,6-7=-3025/721, 7-8=-3788/869,8-9=-4285/879 BOT CHORD 2-17=-693/2579,14-17=456/2158,12-14=-376/2277,11-12=-601/3059,9-11=-686/3609 WEBS 5-14=-271/1319,6-14=-963/403,6-12=-124/710,7-12=-589/326,4-14=-801/379, 4-17=-80/420,3-17=-350/280,8-11=41/665,7-11=-86/458 NOTES- 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 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 �Ep PROFF exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 tS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 �Gj� �GNGINE4.- to% 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 9 non-concurrent with other live load$ _ _ •' f i E.-.-- r — _ 5)This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other-live-Ea-di 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 will fit between the bottom chord and any other members,with BCDL=10.Opsf. 4111" ... .- / 7)A plate rating reduction of 20%has been applied for the green lumber members. *I Q 8)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify "fT OREGON t, 4/capacity of bearing surface. ti 04, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /O llk 14, 24 2=393,9=392. '4?'‘''' EXPIRES: EXPIRES: 12-31-2019 March 8,2019 t 1 mem A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1003/2015 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 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/77211 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 e Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook K5821478 B1901023 A09 Common 8 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:35 2019 Page 1 ID:uCkClQdMyGA3s0?AszUOgczdFdb-ym1XYV11B?LN8gsYcmD_LQfGNCE7haOLs6iSwLzdEyU I1-0-01 6-8-0 I 13-4-0 I 20-0-0 26-8-0 I 33-4-0 40-0-0 4I1-0-D 1-0-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 1-04 Scale=1:69.7 5x6 = 5 el 15 16 3x4 i t7 3x4 4 14 6 tc 5x6 i 6.00 112 5x6 3 7 13 16 11 2 89 / r`9 4x6•= 12 19 20 11 21 22 10 Ix 4x6 = o 3x4 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 I 10-0-0 I 10-0-0 I 10-0-0 Plate Offsets(X,Y)— [3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 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 >699 180 TCDL 7.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:206 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 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=-3011/705,3-4=-2732/666,4-5=-1929/591,5-6=-1929/591,6-7=-2732/667, 7-8=-3011/706 BOT CHORD 2-12=-694/2595,11-12=-456/2138,10-11=-351/2138,8-10=-509/2596 WEBS 5-11=-275/1267,6-11=-856/379,6-10=-84/513,7-10=-339/280,4-11=-855/379, 4-12=-83/512,3-12=-339/280 NOTES- 1)Wind:ASCE 7-10;Vult=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 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 pp c 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 GGQ .11 PRUFC 3)Unbalanced snow loads have been considered for this design. �'�` NGI NE��C s�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 Gj .T non-concurrent with other live loads. ?j 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c. Q 9 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 $ 200 P E 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) -_ �>/ � ' 2=393,8=392. ,4,OREGON Ix .44/ /O k14 2O 0 RRILk-6 EXPIRES: 12-31-2019 March 8,2019 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE AHI-7173 rev.10/03/2015 BEFORE USE. me Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111 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 rIT®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/rPI1 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 PLH-Lot 25 Willow Brook K5821479 B1901023 A10 Common 3 1 0 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:36 2019 Page 1 ID:uCkClQdMyGA3s0?AszUOgczdFdb-QzbwlrmgxJTEI_RkAUkDudBR7caMQ1eU5mS0SnzdEyT I1-0-q 6-8-0 I 13-4-0 20-0-0 I 26-8-0 33-4-0 40-0-0 4I1-0-q 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=1:69.7 5x6 = 5 li_n 15 16 3x4 i 17 3x4 J 4 14 6 5x6 i 6.00 112 5x6 3 7 13 18 2 \d/ 89 1 _ .. "y •. V Ip Id? 4x6 = 12 19 20 11 21 22 10 4x6 = o 3x4 = 5x10 = 304 = 10-0-0I 20-0-0 30-0-0 i 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [3:0-2-12,0-3-0],[7:0-2-12,0-3-0],[11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 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 >699 180 TCDL 7.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.17 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:206 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. 3-5,5-7:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. BOT CHORD 2x4 OF No.1&Btr G WEBS 1 Row at midpt 6-11,4-11 WEBS 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=-3011/705,3-4=-2732/666,4-5=-1929/591,5-6=-1929/591,6-7=-2732/667, 7-8=-3011/706 BOT CHORD 2-12=-694/2595,11-12=-456/2138,10-11=-351/2138,8-10=-509/2596 WEBS 5-11=-275/1267,6-11=-856/379,6-10=-84/513,7-10=-339/280,4-11=-855/379, 4-12=-83/512,3-12=-339/280 NOTES- 1)Wind:ASCE 7-10;Vult=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 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);Category11;Exp B;Fully Exp.;Ct=1.10 at PROpt 3)Unbalanced snow loads hnve been consideredof mifor this design. �`•\ `�`NGI NEk (S> p 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 Gj -T non-concurrent with other live loads. /Ij 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,, • a •i 9` .6)'I-i aliyeload.pf.Z_.➢psLonShe.bQComshorstio--.- ----- 343-03altbtt2- 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. .'.°- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at pint(s)except(jt=lb) 2=393,8=392. 4 OREGON �(/. pG/61), 14, 20\ Ii" IllFARla- EXPIRES: -EXPIRES: 12-31-2019 March 8,2019 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. me Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design 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 ANSIJTPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Infomurtion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook K5821480 B1901023 All GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:38 2019 Page 1 ID:uCkC l QdMyGA3s0?AszUOgczd Fdb-MLjgAXnwTwjy?la7Humhz2HWY000u l 7nY4x7XgzdEyR 1-0 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 41-0-0 1-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 /-0-0 Scale=1:78.6 5x6 = 14 15 13 i1 12 16 11 iii,17 10 18 4x8 89 4, k 19 6.00 12 7 -' qg 20 4x8 g _ Q 21 5 L� ' aj, 22 q c; �. 47 4• • 23 53 52 -. ,, 24 3 2 5x6 II 4. 25 m 1 o q _ = _ - 3.8 II 7xA 3u8 14 „ ® _ _ g - ti 5 = t ^ m 26]6 4o A �. 3x8 �htitl+JdJAJ4��61.A4 ..AA�4.a►��A•��_ „,..4eAJ��.}a;0 *,4A•��N. o I,n d 4x6 = 43 42 41 40 39 38 3x8 II 35 34 33 32 31 30 29 28 27 4x6 = d 8x8 = 37 36 3x6 = 3x4 10-0-0I 20-0-0 l 30-0-0 i 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [39:0-4-0,0-2-4],[44:0-2-4,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 38-39 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.05 38-39 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 25 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:312 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 6-14,14-21:2x4 DF No.1&Btr G 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:2-43,42-43,41-42,40-41,39-40. WEBS 2x8 DF No.2'Except' WEBS 1 Row at midpt 14-45,15-35,16-34 38-44:2x4 DF Std G JOINTS 1 Brace at Jt(s):44,46,51 OTHERS 2x4 DF Std G REACTIONS. All bearings 19-6-0 except(jt=length)2=10-7-8,39=10-7-8,40=10-7-8,41=10-7-8, 42=10-7-8,43=10-7-8. (Ib)- Max Horz 2=204(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,36,40,41,42,43,34,33,32, 31,30,29,28,27 except 39=-140(LC 12),35=-106(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,25,40,41,42,43,35,33,32, 31,30,29,28,27 except 36=492(LC 19),39=901(LC 19),34=256(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 24-25=-258/71 BOT CHORD 38-39=-145/606,36-38=-145/606,35-36=-60/257,34-35=-60/257,33-34=-60/257, 32-33=-60/257,31-32=-60/257,30-31=-60/257,2930=-60/257,28-29=-60/257, 27-28=-60/257,25-27=-60/257 WEBS 44-47=-397/212,46-47=-507/260,45-46=-588/296,36-45=-602/259,39-51=-801/208, 49-51=-761/195,44-49=-779/189,8-39=-395/89 ���E PFWFtss 28,27 eisot Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; v 'T 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, �/ 2'9 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 89200PE 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);CategoryII;Exp B;Fully Exp.;Ct=1.1010 4)Unbalanced snow loads have been considered for this design. OREGON KQ 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 G "t„ r ��` non-concurrent with other live loads. 2 l� 6)All plates are 2x4 MT20 unless otherwise indicated. /O14 O�T- 7)Gable studs spaced at 2-0-0 oc. ill R II.-k- 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 20.0psf 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. March 8,2019 Continued on oaae 2 4 1 111111111111 mit 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 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 e Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook A K5821480 B1901023 All GABLE 1 1 • Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:38 2019 Page 2 I D:uCkC l Qd MyGA3s0?AszUOgczd Fdb-M LjgAXnwTwjy?I a7Hu mh z2HwYQOQu l 7nY4x7Xgzd EyR NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,36,40,41,42,43,34,33,32,31,30,29,28,27 except(jt=Ib)39=140,35=106. f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 MiTek' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing rviiTek' 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 bradng of trusses and truss systems,see ANSUTPH 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 PLH-Lot 25 Willow Brook ♦` K5821481 B1901023 B01 GABLE 1 1 ix Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:40 2019 Page 1 ID:uCkC1 QdMyGA3s0?AszUOgczdFdb-IkrQbDpA?XzgEbkV PJo92TMF?D4?MtT4?OQDbYzdEyP 1-0-0 11-4-12 15-0-0 30-0-0 1-0-0 T1-0-0{ 11-4-12 I 3-7-4 I 15-0-0 -0-0 454 = Scale=1:54.1 10 n 9 11 49111-4-12 11-4-12 TH48 12 0 47 N 50 7 13 • 6 r_ IO 14 5x8 35 CN 39 r 43 . 36 _ 15 6.00 12 4x6 i 5 46 — 3x¢-Olb 3x6 II `'�, r I 2-0-0 45 _ 3 4 = P M w 358 I 51 cc} 0 3x6 rl I S . 3x8 16 i i. dI . • ip.••• • ••••• • MA* • • • • •• • • • =' .�'�T. �e•.?IrCe1•.O•9rM••A't7y .e4y •Sf:Asa''s• .a•�?►:•�.0.�:Dts.0.4'.t.�e'+ •s'.��0ar'.reee>_.3x8 '' .Imo 3x4 = 354 i 18 3x4 = 29 28 27 26 25 24 23 22 21 20 19 3x6 = 11-4-12 19-0-0 24-3-4 30-0-0 11-4-12 7-7-4 5-3-4 5-8-12 Plate Offsets(X,Y)— [15:0-1-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.02 16-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.05 16-18 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 16 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:209 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-10,10-15:2x4 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:19-20,18-19,16-18. WEBS 2x4 DF Std G*Except* JOINTS 1 Brace at Jt(s):30,31,32,33,38,45 15-20,30-31,32-33:2x8 DF No.2 OTHERS 2x4 DF Std G REACTIONS. All bearings 19-0-0 except(jt=length)16=0-3-8,19=0-3-8. (Ib)- Max Horz 2=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,23,26,27,28,21 except 20=-296(LC 13),25=-101(LC 12),29=-115(LC 12),16=-141(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,22,23,26,27,28,29,19 except 20=430(LC 20),25=264(LC 19),21=285(LC 20),16=534(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 15-16=-637/136 BOT CHORD 19-20=-35/518,18-19=-35/518,16-18=-38/512 • WEBS 20-34=-740/357,34-45=-647/302,45-46=-589/261,15-46=-596/271,32-33=-274/58 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCOL6.Opsf;h=25ft;Cat.It;Exp B;Enclosed; ppt�� 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, � 1 PROpt(s 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 �(, 1J exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Co NGINE1^- /O 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 v *9 .y Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �� 17 414 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 89200PE 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. .• 0'P ' 6)All plates are 2x4 MT20 unless otherwise indicated. CS tr 7)Gable studs spaced at 2-0-0 oc. OREGON 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 ��'�1r 14 2. A will fit between the bottom chord and any other members. /lfc S?' 10)A plate rating reduction of 20%has been applied for the green lumber members. CC R AtL 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,23,26,27,28, 21 except(jt=lb)20=296,25=101,29=115,16=141. EXPIRES: 12-31-2019 March 8,2019 • MUM mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/030015 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 ANSI77PI1 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 a i Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook K5821482 B1901023 CO1 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:41 2019 Page 1 ID:uCkC 1 QdMyGA3s0?AszUOgczdFdb-mwOppZpomr5WslJiyl KObhvOfdKk5PcDE29n 7?zdEyO -1-0-0 5-8-12I 11-5-8 12-5-8 1-0-0 5-8-12 5-8-12 l 1-0-0 Scale=1:22.8 5x6 = 3 6.00 1 2x4 II 2x4 II 13 14 12 - 15 11 16 2 4 1 5 m o I'2x4 II 2x4 II 2x4 II Io 4x8 = 4x8 = 11-5-8 11-5-8 Plate Offsets(X,Y)- [2:0-0-0,0-0-4],[4:Edge,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.18 2-4 >715 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.57 2-4 >230 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH h BCDL 10.0 Weigh t:57 lb FT=20% 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. (lb/size) 2=529/0-5-8,4=526/0-5-8 Max Horz 2=64(LC 12) Max Uplift 2=-132(LC 12),4=-131(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-524/433,3-4=-524/432 BOT CHORD 2-4=-216/424 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,Corner(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/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. tic 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 ,`((, `tJ PRQFts c nononcurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. ��� AG,I NEF 6> O 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R 8)*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 ., '9 will fit between the bottom chord and any other members. C' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) '•, 2=132,4=131. G4_OREGON � pi 1....- /O -9y 14, 2-0\ P� MRRII-L e' EXPIRES: 12-31-2019 March 8,2019 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI/-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 ill a truss system.Before use,the budding 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 ANSIITPI1 Duality 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 PLH-Lot 25 Willow Brook 9 K5821483 B1901023 Z01 GABLE 1 1 a Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:41 2019 Page 1 ID:uCkCl QdMyGA3s0?AszUOgczdFdb-mwOppZpom r5WsIJiy1 KObhvQvdQ15OBDE29n7?zdEyO -1-0-0 5-4-12 10-9-8 11-9-8 1-0-0 I 5-4-12 5-4-12 1-0-0 Scale=1:21.9 5x6 = 3 6.00 112 2x4 II 2x4 II 12 11 d. 4 2 - 5 m 1 J _ o a a c- 2x4 II 6 2x4 II _ Io 2x4 I I 3x4 = 3x4 = 5-4-12 10-9-8 5-4-12 I 5-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 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-SHWei 9 BCDL 10.0 ht:53 lb FT=20% 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 OTHERS 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-579/232,3-4=-579/232 BOT CHORD 2-6=-94/459,4-6=-94/459 NOTES- 1)Wind:ASCE 7-10;Vult=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)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 Rat roof load of 25.0 psf on overhangs non-concurrent with other live loads. fiktD OF`�ss 7)Gablet studss spacedat2-0-0 for GINE n 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. N F 0 8)'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 ,F� 'Tip will fit between the bottom chord and any other members. •920200,P 1-- 9) A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) / �� 2=125.4=124. /' _/ f CC p _FOREGONIx � i °�'o-7r142P4 R RIO- � EXPIRES: 12-31-2019 March 8,2019 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED TEK REFERENCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not tit' MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSUTPII Quality Criteria,DSB-89 and BCSI Budding Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 .1 i Job Truss Truss Type Qty Ply PLH-Lot 25 Willow Brook 1 K5821484 B1901023 Z02 Common 2 1 • Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:29:42 2019 Page 1 ID:uCkC 1 QdMyGA3s0?AszUOgczdFdb-F6yB0ugQX9DNTvuu Wkrd8u Rbf1 mXgrRNTivKgRzdEyN -1-0-0I 5-4-12 10-9-8 11-9-8 1-0-0 5-4-12 5-4-12 1-0-0 Scale=1:21.9 5x6 = 3 6.00 12 7 B r.h 2 4 1 5 m m Iii. 6Q m 75M NV 6 2 3x42x4 II = 3x4 = 5-4-12 10-9-8 5-4-12 5-4-12 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 0.17 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-SH Weight:49 lb FT=20% 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=-579/232,3-4=-579/232 BOT CHORD 2-6=-94/459,4-6=-94/459 NOTES- 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t2iC`tt�t will fit between the bottom chord and any other members. '`x(90 PROpc- 7)A plate rating reduction of 20%has been applied for the green lumber members. 061 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) meq, NGI NEF •/,, 2=125,4=124. 4f t 9 * - �- - _$9200PE 9c' r . p ,,' OREGON I 4/ G •O -9r14 Z0P � RRILL g EXPIRES: 12-31-2019 March 8,2019 1 1 .,..... mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e 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 bradng of trusses and truss systems,see ANSI?Pit 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 Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rE� Dimensions are in ft-in-sixteenths. 111111‘ Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagbnal or X-bracing,is always required. See BCSI. r� 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ o bracing should be considered. AlliElt O 3. Never exceed the design loading shown and never I., U �� U stack materials on inadequately braced trusses. n. tl Pro�iide copies of this truss design to the building For 4 x 2 orientation,locate O c�C7-13 csa cs a OF 4. desi ner,erection supervisor,property owner and plates 0- 1/18"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. Des gn assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the nvironment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unl-ss otherwise noted,moisture content of lumber that not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unl=ss expressly noted,this design is not applicable for PLATE SIZE use th fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Ca ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 res.onsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 c-' ber for dead load deflection. the length parallel to slots. 11.Plat-type,size,orientation and location dimensions indi..ted are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and in al respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the spe ifled. 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.Ba m chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or I ss,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Co ections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. k MO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11.-=-41 l 4t1 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words iPlate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone s not sufficient. DSB-89: Design Standard for Bracing. 10 BCSI: Building Component Safety Information, F&/I iT I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIfTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015