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Plans (45)
MS � ()nu. k rr rsw (,c3cl ' �i- rc MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1901024 PLH-Lot 27 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: K5821814 thru K5821839 My license renewal date for the state of Oregon is December 31,2019. ���EO PROFto, 74'ç3tNE4\ 89200PE CC ,,OREGON.t‘ �kii /O }' 14 25 P-}- /WFRRttk-e' _ 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 ANSUTPI-1, Chapter 2. u Job Truss Truss Type Qty Ply PLH-Lot 27 Willow Brook K5821814 B1901024 A01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:07 2019 Page 1 " ID:AG65aUSpgRjY5HnatV?3RczdEna-5Vci4LHOOiM?xGz_MWiERU55gmFOeZ_rfSpXhYzdEaY I 19-0-0 20-0-0 19-0-0 1-0-0 4.00 12 3x4 II 12 Scale=1:39.3 11 4x6 10 r' 8 9 7 •, 6 iici � o4m 3IIIIIIIII5 21 'i, iiilIIIii �.... a-..�Ami_ea�47:4Zy�JA!d4 i:�O.e79�4SV'.�Y_ie!J.e i_�4tig!L4�'i9�i9�edrP.i47_O�•O_0A0 0_e!i.m,s% .r.7.._aJ�sd�7i 3x4 = 21 20 19 18 17 16 15 14 13 3x4 I I 19-0-0 19-0-0 Plate Offsets(X,Y)— [8:0-2-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) 0.00 11 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.00 12 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 13 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:104 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, 1-8:2x4 DF No.1&Btr G except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. All bearings 19-0-0. (Ib)- Max Horz 1=330(LC 9) Max Uplift All uplift 100 lb or less at joint(s)14,15,16,17,18,19,20 except 13=-101(LC 9),21=-104(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,14,15,16,17,18,19,20,21 except 13=255(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-280/38 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)0-0-0 to 2-10-8,Exterior(2)2-10-8 to 16-10-8,Corner(3)16-10-8 to 20-0-0 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;Ex B;Full Ex Ct=1.10 ) 9 rY P Y Exp.; C 2E�PRQFC :0 4)Unbalanced snow loads have been considered for this design. `` CV 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �C.;‘‘.. NGI NE`s, Al non-concurrent with other live loads. V •--_,. 6)All plates are 2x4 MT20 unless otherwise indicated. tt! 7)Gable requires continuous bottom chord bearing. 89200PE <' 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'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. c, 11)A plate rating reduction of 20%has been applied for the green lumber members. -p OREGON 4(/ 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14,15,16,17, �i 4 ��`. 18,19,20 except(jt=lb)13=101,21=104. /O 'Qr 14 2� A MFR RIO- EXPIRES: IONIQ - EXPIRES: 12-31-2019 March 8,2019 / I .... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7173 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 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 PLH-Lot 27 Willow Brook K5821815 81901024 A02 Jack-Closed 9 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:08 2019 Page 1 ID:AG65aUSpgRjY5HnatV?3RczdEna-Zh941h Ie9OUsYQYAvDDT_ieHBAUFNzA_N6Z4D_zdEaX 6-4-0 12-8-0 19-0-0 20-0-0 6-4-0 I 6-4-0 6-4-0 1 1-0-0 4.00 112 Scale=1:39.6 3x4 II 6 5 4x6 % ci. 11 4 3x4 % `' 3 i 0 ^ 2x4 2 • 10 11 r5 J � d 111 MI 9 ►/ 3x6 = 3x4 = 8 7 3x6 = 9-6-0 19-0-0 9-6-0 9-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCL[ 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.13 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) TCDL 7.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.40 1-9 >555 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2`Except* TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins, 1-4:2x4 DF No.1&Btr G except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 3-8 REACTIONS. (lb/size) 8=874/0-5-8,1=781/Mechanical Max Horz 1=330(LC 9) Max Uplift 8=-293(LC 8),1=-198(LC 8) Max Gray 8=1086(LC 19),1=812(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1716/442,2-3=-1322/277,5-8=-394/198 BOT CHORD 1-9=-509/1571,8-9=-214/849 WEBS 2-9=475/306,3-9=-71/606,3-8=-1032/359 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)0-0-12 to 3-0-12,Interior(1)3-0-12 to 15-9-1,Exterior(2)15-9-1 to 20-0-0 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);CategoryII;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. p 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �(AO PROFt non-concurrent has wn other live lfor a 1 ` `V�NG`NE, /O 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj .T 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 2 will fit between the bottom chord and any other members. �� 89200PE '9� 7)A plate rating reduction of 20%has been applied for the green lumber members. .__.at-_ : to. .r '-y _.-_. - _.__. _.. -_. _ -. /%:.- - - - __ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=293,1=198. �� - . -p, 4._OREGONb, Ili /Ogk142PNP MRRIIA-6 EXPIRES: 12-31-2019 March 8,2019 / A WARNING-Verily 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 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 ANSI/TRH 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 27 Willow Brook K5821816 B1901024 A03 Jack-Closed 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:08 2019 Page 1 ID:AG65aUSpgRjY5HnatV?3RczdEna-Zh941hIe90UsYQYAvDDT_ieG9AUTNzE_N6Z4D_zdEaX 6-4-0I 12-8-0 19-0-0 120-0-0 6-4-0 6-4-0 6-4-0 1-0-0 4.00 112 Scale=1:39.6 3x4 II 6 5 4x6 % 11 3x4 4 3 SS n 2x4 Q o 2 as \� 10 1 7 W w r c =; 9 FM MI 3x6 = 3x4 = 8 7 3x6 = 9-6-0 19-0-0 9-6-0 9-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.13 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.40 8-9 >560 180 TCDL 7.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.04 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:91 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc purlins, 1-4:2x4 DF No.1&Btr G except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-4-4 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 3-8 REACTIONS. (lb/size) 8=867/0-5-8,1=774/0-5-8 Max Horz 1=330(LC 9) Max Uplift 8=-293(LC 12),1=-196(LC 8) Max Gray 8=1077(LC 19),1=805(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1675/431,2-3=-1298/272,5-8=-393/186 BOT CHORD 1-9=-503/1528,8-9=-218/839 WEBS 2-9=-451/298,3-9=-66/593,3-8=-1018/358 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 17-0-0,Exterior(2)17-0-0 to 20-0-0 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 ll;Exp B;Fully Exp.;Ct=1.10 . 3)Unbalanced snow loads have been considered for this design. ri F p — 4)4)This truss has been designed for greater of mm roof live load of 20.0 psfor[.uu times ffat roof foad of 25.0 psf on ove7Tiangs ,��,``�`} �rTQFFss non-concurrent has wn other live lfor a ` ` I N FR 0 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj v`G E •7 / 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 t,� 1i will fit between the bottom chord and any other members. kf 9 7)A plate rating reduction of 20%has been applied for the green lumber members. 'cr89200PE r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=293,1=196. 7G A_OREGON\� 4/ /O 4�` 14 2O Q, MRR1Ux- l EXPIRES: 12-31-2019 March 8,2019 / I 0..r. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M91-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not14111 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®( is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,D.SB-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 r Job Truss Truss Type Qty Ply PLH-Lot 27 Willow Brook K5821817 B1901024 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:10 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-V4Hgi NKuhdkaokiZl eFx37jdJz8krseHgQ2BItzdEaV ]1-0-0 15-0-0 30-0-0 11-0-0I 1-0-0 15-0-0 15-0-0 1-0-0 Scale=1:53.5 4x4 = 6.00 12 13 12 si 14 48 11 15 49 10 16 50 9 47 17 5x8 5x8 8 18 19 67 20 , IIIIiiiia diilIi ,idAli11` 24 25`° s a 7. vsa--�.qo ti. a . . .. . 0 Irb 8 y y y �l...__�0'i_w!4l4/... 9..._w_i!...x.0....l� it O.O.i!44.i!i�i .___��i' i�i::..�w4i_ 7i o 45 44 43 42 41 40 3x4 = 3x4 = 39 38 37 36 35 34 33 32 31 30 29 28 27 26 4x6 = I10-6-0 30-0-0 10-6-0 19-6-0 Plate Offsets(X,Y)— [7:0-2-7,Edge],[19:0-2-7,Edge] 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 0.54 Vert(LL) 0.28 43-44 >469 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.57 43-44 >229 180 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 24 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:216 lb FT=20% 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. 1-7,19-25:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 19-6-0 except(jt=length)2=0-3-8. (Ib)- Max Horz 38=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s)24,35,36,34,33,32,31,30,29,28,27 except 2=-143(LC 12), 37=-805(LC 1),38=-592(LC 12),26=-102(LC 13) Max Gray All reactions 250 lb or less at joint(s)35,34,33,32,31,30,29,28,27,26 except 2=539(LC 19), 24=266(LC 1),36=322(LC 19),37=348(LC 12),38=1419(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-350/81,3-4=-260/112,10-11=-379/393,11-12=-230/374,12-13=-231/419, 13-14=-225/420,14-15=-236/380,15-16=-233/322,16-17=-233/285,23-24=-266/91 WEBS 10-38=-615/322 NOTES- 1)Wind:ASCE 7-10;VuIt=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)-0-9-6 to 2-2-10,Exterior(2)2-2-10 to 12-0-0,Corner(3)12-0-0 to 18-0-0, Exterior(2)18-0-0 to 27-9-6,Corner(3)27-9-6 to 30-9-0 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 9,51 PRQFF 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 tS Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. `Cj` . GINE, -, cS'/� 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);CategoryII;Exp B;Fully Exp.;Ct=1.10 ��? •T v9 4)Unbalanced snow loads have been considered for this design. ' ' 89200PE 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 5arf- 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • (r 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 -p OREGON 1 will fit between the bottom chord and any other members. G. �,9r P\10)A plate rating reduction of 20%has been applied for the green lumber members. Q A� 14 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,35,36,34, '7 s `�`- 33,32,31,30,29,28,27 except(jt=lb)2=143,37=805,38=592,26=102. R R 10- EXPIRES: 12-31-2019 March 8,2019 4 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,not NH 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 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 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 27 Willow Brook K5821818 81901024 B02 FINK 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:11 2019 Page 1 r ID:ip7zasrbVrVgTe3N94?2zyzdGPf-zGrCwjKWSxsRPuHIbMmAcKGIfNVMaJ7Q34nIgJzd EaU T1-0-0� 7-6-0 I 15-0-0 { 22-6-0 I 30-0-0 31-0-0I 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:53.1 4x6 = 6.00 12 4 PRI 12 13 11 14 5x8 i 5x8 3 5 .. t• , 1015 rca 1 2 6 7 _ Ey ra I 8 9 16 17 8 ► �I(5 3x8 = 5x10 = 3x4 = 3x8 = 10-0-0I 20-0-0 I 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)- [2:0-4-11,0-1-8],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] 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 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Horz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=-473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4-8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 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)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, 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 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. - p 9 - �d P►1 QFPss — 4)This hiss hast with designed-forthloads. 5) of min ruof INeioad of 18.0' `C3 N [ E� Q T non-concurrent with other live loads. psf or7:00 times flat roofload-of 251rOaf on overhangs an s 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GIN / 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 35-0 tall by2-0-0 wide G" .2 will fit between the bottom chord and any other members,with BCDL=10.0psf. <C/ 17 7)A plate rating reduction of 20%has been applied for the green lumber members. cc 89200PE r. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) / 2=300,6=300. 441. Ltr OREGON 4/ '0 )' 14 2s P. 41R11..\--`?' EXPIRES: 12-31-2019 March 8,2019 t 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,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 PLH-Lot 27 Willow Brook K5821819 B1901024 B03 FINK 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:12 2019 Page 1 ID:i p7zasrbVrVgTe3N 94?2zyzd GPf-RTPb 73 L8DF_I11sy83HP8YpwPn rbJmNalkXl MlzdEaT ]1-0-0� 7-6-0 I 15-0-0 22-6-0 30-0-0 31-0-0I 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:53.1 4x6 = 6.00 12 4 12 13 11 14 5x8 i 5x8 3 5 10 15 6 1 2 7 vx EN r_i/ $ �� ►� o IA o ►—� 9 16 17 8 =� o 3x8 = 3x8 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 I 10-0-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:142 lb FT=20% 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. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Horz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4-8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, 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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);CategoryII;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 �c��0 PR Op nhis truss wn otherwer live lfor a ` ``�`NGIN �C� /p 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cj E 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 /di will fit between the bottom chord and any other members,with BCDL=10.0psf. �/ 9 7)A plate rating reduction of 20%has been applied for the green lumber members. 89200PE T- 8?PtOviae mY rote capSDtB orwlmstaffdfng tt)Om uptlf 90 JOTn19)MrderStiltIlt6 / 2=300,6=300. - ,, -f i� -:----: Y4 OREGON � kid /0 -4r 14, 2P\ P � RR10-6 EXPIRES: 12-31-2019 March 8,2019 4 I MIMI 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' 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 ANSIITPI f 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 27 Willow Brook i.. K5821820 B1901024 B04 FINK 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:13 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-wfzzLPMm_Y69fBR8inpehIL59BBg2CdjWOGrvCzdEaS ]1-0 0 7-6-0 15-0-0 I 22-6-0 30-0-0 11-0-01 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:53.1 4x6 = 6.00 12 4 14 13 11 14 5x8 5x8 3 5 t "rii, 10 15 6 dt 1 2 7 o a 9 16 17 8 ►= a 3x8 = 3x8 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:142 lb FT=20% 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. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Horz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=-473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4-8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 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)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, 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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have beeneensidered for-this design. 4)This truss has been designe3 tor greater of min root live load otl8 0 psfor 2.00 times flat roofloa3—of 25.0 psf on overhangs �Gn` C E0 PROFpss 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. �Gj ONGI NEF09 /p 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide �? will fit between the bottom chord and any other members,with BCDL=10.Opsf. QQ �f rf1120V 7)A plate rating reduction of 20%has been applied for the green lumber members. �/ ,yPE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) �//te! 2=300,6=300. 72. 4 OREGON �� <O Al).. 14, 20 P-4- itlRRIO-0 EXPIRES: 12-31-2019 March 8,2019 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 can.10x03/2015 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 Itall 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?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 Job Truss Truss Type Qty Ply PLH-Lot 27 Mow Brook K5821821 B1901024 B05 Monopitch 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:13 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-wfzzLPMm_Y69fBR8inpehlLBCBIg2DAj WOGrvCzdEaS 1-0-0 5-3-0 10-6-0 1-0-0 5-3-0 { 5-3-0 Scale=1:33.1 304 II 4 5 6.00 I12 11 10 3x6 3 9 2 ...m1111111111111111111 11111All 1 ear• " 8 7 3x4 = 2x4 II 3x6 =6 5-3-0 10-6-0 I 5-3-0 5-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. n (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.01 7-8 >999 240 MT20 220/195 (Roof Snow=25.7) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.04 7-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:59 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 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=440/Mechanical,2=487/0-5-8 Max Horz 2=248(LC 9) Max Uplift 7=-160(LC 12),2=-120(LC 12) Max Gray 7=525(LC 19),2=504(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-606/133 BOT CHORD 2-8=-144/492,7-8=-144/492 WEBS 3-7=-552/227 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.I I;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 7-6-0,Exterior(2)7-6-0 to 10-6-0 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 11;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. �� D� P R Ores 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �GNGI N Fs R 6)*This truss has been designed for a live Iced of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Gj E will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 89200PE r Pro rtt ehaftkaf 'ctrl ar ()niers) y of trussio 6eanng plate rapabTe of withstanding i 16 uplifE at joint(a)except(jt=16) 7=160,2=120. lea p4/OREGON Ix /.,44 i0 -4y14 2O\ p. /11F1 R I t-V EXPIRES: 12-31-2019 March 8,2019 4 1 MOW 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' v,iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available fror Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 27 Willow Brook K5821822 B1901024 CO1 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:14 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-OrXLYkNPIsE?GL?KGUKtDzuRxbfl nj_t120PRezdEaR 1-0-0 10-8-12 21-5-8 22-5-8 1-0-0 10-8-12 10-8-12 1-0-0 Scale=1:40.4 4x4 = 6.00 112 8 7 9 27 28 4x6 6 1lIlh- -- 1 x6 4 12 `7�3262 '1r Y Y . id2ivili!i!iiilititititi!i!i!i!i!ititi.00_isalit-in i/awO7.7.-titititi:SSSTASSS ) 3x4 = 25 24 23 22 21 20 19 18 17 16 3x4 = 3x6 = 21-5-8 21-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 14 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 14 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:114 lb FT=20% 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. 1-5,11-15:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 21-5-8. (Ib)- Max Horz 2=113(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,14,21,23,24,25,19,18,17,16 Max Gray All reactions 250 lb or less at joint(s)2,14,20,21,23,24,25,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 Corner(3)-0-9-6 to 2-2-10,Exterior(2)2-2-10 to 7-8-12,Corner(3)7-8-12 to 13-8-12, Exterior(2)13-8-12 to 19-2-14,Comer(3)19-2-14 to 22-2-14 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. 5)This truss has been designed for greater of min roof five toad of 18.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non-concurrent with other live loads. PROFF 6)All plates are 2x4 MT20 unless otherwise indicated. �(, lS V 7)Gable requires continuous bottom chord bearing. Cj� !NGIN�F - 8)Gable studs spaced at 2-0-0 oc. ?i 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 88200 PE 9r 10)'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. 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)2,14,21,23,24, - 40t �•/"'� _ 25,19,18,17,16. 11r -p, ,_'�OREGON � X41 2O1' 14, ` ON 'L' 4RRII.-- EXPIRES: 12-31-2019 March 8,2019 4 1 A WARNING-Verily 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 buiktirg 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 Susses and truss systems,see ANSI/TPII 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 27 W llow Brook K5821823 B1901024 CO2 Common 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:15 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-s25jm401 VAMsuVaWgBr6mARXG_x5W8r0_ilyz4zdEaQ -1-0-0 5-4-6 10-8-12 16-1-2 21-5-8 22-5-8 1-0-0 5-4-6 5-4-6 5-4-6 5-4-6 1-0-0 Scale=1:41.1 4x4 I I 6.00 12 4 I: 13 14 5x6 12 15 5x6 3 5 '��i #j, 11 1s 2 s i 1 .. . 7 m s ._. .. 10 9 17 18 8 F' SIM ►= o 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 7-1-13 14-3-11 21-5-8 I 7-1-13 7-1-13 7-1-13 Plate Offsets(X,Y)— [2:0-0-9,Edge],[3:0-2-12,0-3-0],[5:0-2-12,0-3-0],[6:0-0-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.08 8-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.18 8-10 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:103 lb FT=20% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except' TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=947/0-5.8,6=947/0-5-8 Max Harz 2=113(LC 12) Max Uplift 2=-222(LC 12),6=-222(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1476/387,3-4=-1297/383,4-5=-1297/383,5-6=-1476/387 BOT CHORD 2-10=-326/1251,8-10=-108/831,6-8=-251/1251 WEBS 4-8=-138/513,5-8=-355/247,4-10=-137/513,3-10=-355/247 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)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 7-8-12,Exterior(2)7-8-12 to 13-8-12, Interior(1)13-8-12 to 19-2-14,Exterior(2)19-2-14 to 22-2-14 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)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. ttiic 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 ,�(,```D PR OFFStS non-concurrent has wn otherwer live lfor a �N I N 1 0 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. cos (? E ,T / 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 widec.,„. /Ij will fit between the bottom chord and any other members,with BCDL=10.0psf. �4 /1 .7 7)A plate rating reduction of 20%has been applied for the green lumber members. :9 O 1 PE r - i frovtee-rnactiantcaretmnactrarrasy g ram 0.20aM9 orwlthf[aridr@ TOO iti upilf atjoint(s)except(jt=fb) —"— _ 2=222,6=222. ` �' . 4> 4 OREGON \� �� /40 '11' V v,. FRRla- EXPIRES: 12-31-2019 March 8,2019 I MINIM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Nut 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 111iTek' 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 PLH-Lot 27 Willow Brook j K5821824 B1901024 CO3 Common 7 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:16 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-KEe5zQOfGTUj Wf9jNvMLJOzjBOH3Fb59CMV W VXzdEaP -1-0-0 5-4-6 10-8-12 16-1-2 21-5-8 I22-5-8 1-0-0 5-4-6 5-4-6 5-4-6 5-4-6 1-0-0 Scale=1:40.1 4x4 = 3 r 6.00 112 13 12 14 11 2x4 \\ 5x6 2 4 10 ,AIIIIIII115 1 5 d 6 +, toIm 9 8 16 17 7 3x4 =3x8 II 3x6 = 3x4 = 3x4 = 3x4 = 7-1-13 14-3-11 21-5-8 7-1-13 7-1-13 7-1-13 { Plate Offsets(X,Y)— [1:0-2-7,Edge],[1:0-0-0,0-0-11],[4:0-3-0,0-3-0],[5:0-0-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.07 7-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.18 7-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:97 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btu G*Except* TOP CHORD Structural wood sheathing directly applied or 5-3-12 oc purlins. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 1=880/0-5-8,5=948/0-5-8 Max Horz 1=-118(LC 13) Max Uplift 1=-191(LC 12),5=-222(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1465/400,2-3=-1297/402,3-4=-1300/391,4-5=-1478/395 SOT CHORD 1-9=-316/1233,7-9=-110/835,5-7=-258/1254 WEBS 3-7=-137/503,4-7=-347/247,3-9=-141/511,2-9=-327/238 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)0-2-12 to 3-2-12,Interlor(1)3-2-12 to 7-8-12,Exterior(2)7-8-12 to 13-8-12, Interior(1)13-8-12 to 19-2-14,Exterior(2)19-2-14 to 22-2-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber 130t=1.60 plate grip DOL=1.60 p 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ` D ROFL 3)Unbalanced snow loads have been considered for this design. ��,c5' GINE", s/0 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 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. ��Gt 89200PE -V 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. 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=1b) 1=191,5=222. L 0 ,tOREGON t, / -/0y1)` 1420� MFR R I VA-e,P EXPIRES: 12-31-2019 March 8,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473,or 10/032015 BEFORE USE. am Mit Design valid for use only with MiTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-89 and BCSI 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 27 Willow Brook K5821825 B1901024 C04 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:17 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-oQCUAmPH1nca7pkvxctarbWudobL_3SJR0E32zzdEaO 4-4-6 8-8-12I 10-8-12 21-5-8 122-5 -8 4-4-6 4-4-6 2-0-0 10-8-12 1-0-0 Scale=1:42.5 5x6 II 4 4x6 � � 5 '1411 6.00 12 3 24 . 25 23 �� 7 8 26 2 3x8 II , 9 %1100•414 22 �+ 3x8 II _ 6 10 w : 114 5x10 II 1 3x8 I IIi 1112 m ..1111 O I i,I 3va II llt r t. I`' 5x6 = 16 co 15 r..I.i!�.�O.ai!•!i!iyli!•!•!n•!i! 3x8 = 3x6 = 10x10 = 3x4 = 14 13 8-8-12 14-3-11 17-3-8 21-5-8 8-8-12 I 5-6-15 2-11-13 4-2-0 1 Plate Offsets(X,Y)— [1:0-1-2,0-0-9],[1:0-7-1,0-1-2],[3:0-1-4,0-2-0],[4:0-3-13,Edge],[14:0-5-0,0-1-12] 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 0.21 Vert(LL) -0.08 14-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.26 1-16 >831 180 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.03 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:136 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins. 4-12:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s):17,18,21 WEBS 2x4 DF Std G*Except* 3-14:2x8 DF No.2 OTHERS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. All bearings 4-5-8 except(jt=length)1=Mechanical. (Ib)- Max Horz 1=-117(LC 13) Max Uplift All uplift 100 lb or less at joint(s)14 except 1=-170(LC 12),13=-373(LC 5) Max Gray All reactions 250 lb or less at joint(s)11 except 1=750(LC 19),14=1063(LC 1),14=1063(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1231/351,2-3=-936/263,5-6=-256/116,8-9=-316/55 BOT CHORD 1-16=-312/1047,14-16=-141/788 WEBS 3-18=-699/209,18-19=-653/176,17-19=-655/188,17-20=-690/267,20-21=-728/287, 14-21=-682/281,3-16=-19/379,2-16=-311/223,9-14=-456/158 nnCC c NOTES- '\````0 �ROi , 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCOL=4.2paf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; �Gj l NGIN4- /O MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-7-11,Exterior(2)7-7-11 to 13-4-12, v 'T .y Interior(1)13-4-12 to 19-2-14,Exterior(2)19-2-14 to 22-2-14 zone;cantilever left and right exposed;end vertical left and right �kf 9� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL 1.60 plate rip DOL=1.60 89200PE -__-_-- ifUSS -. ._-. - - _. . _ 2) 5411 616f Wind' Hire pTane of Incthe trussonTy. Fer studs exposed fo windjnorma o 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 tl « . • 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 .yr OREGON �� non-concurrent with other live loads. L, 4 �bt 6)All plates are 2x4 MT20 unless otherwise indicated. /O 41" 14 ZQc1 7)Gable studs spaced at 1-4-0 oc. /� V� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '�R R t L.`,• 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 / will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 / 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Refer to girder(s)for truss to truss connections. March 8,2019 I Continued on oaae 2 AVWARNING- design Ma 1 erify g 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 budding 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/F'PI1 Quality Criteria,DSB-89 end 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 27 Willow Brook K5821825 B1901024 C04 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:17 2019 Page 2 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-oQCUAmPH 1 nca7pkvxctarbWudobL_3SJR0E32zzdEaO NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14 except(jt=lb)1=170,13=373. t 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 Mil®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 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 PLH-Lot 27 Willow Brook K5821826 B1901024 001 GABLE 1 1 Job Reference(optional) . ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:18 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-GcrosO6Qvo5kRIyJ5VKOpOp36xC17jYCSgg_caPzdEaN -1-0-0 9-9-0 19-6-0 20-6-0 1-0-0 I 9-9-0 9-9-0 11-0-0 Scale=1:35.6 4x4 = 6.00 112 8 r� 7 27 r 28 io 4x6 i 6 26• P. . ... v•.i• ...IIM 18 17 16 3x4 = 19-6-0 19-6-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 14 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 14 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:103 lb FT=20% 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. 11-15,1-5:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 19-6-0. (Ib)- Max Horz 2=104(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,14,21,22,23,24,19,18,17,16 Max Gray All reactions 250 lb or less at joint(s)2,14,20,21,22,23,24,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 Corner(3)-0-9-6 to 2-2-10,Exterior(2)2-2-10 to 6-9-0,Comer(3)6-9-0 to 12-9-0, Exterior(2)12-9-0 to 17-3-6,Corner(3)17-3-6 to 20-3-6 zone;cantilever left and right exposed end vertical left and right O P ; 99 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 D non-concurrent with other live loads. Gvg R c 6)All plates are 2x4 MT20 unless otherwise indicated. �,<`,�`` E Foss 7)Gable requires continuous bottom chord bearing. �\ NGtN Fn /p� 8)Gable studs spaced at 2-0-0 oc. V •7 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '9 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 89200PE r w1It1Rt8[w'BBtftriaboft6m LTtafA ancrany other7P mittens / 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)2,14,21,22,23, �� 24,19,18,17,16. -7,Ci CC 4... t ti 01‘/0 44,k 14 20PMRRIO- EXPIRES: 12-31-2019 March 8,2019 I 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,not �4 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 Wel( 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/TPI7 Qualify 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 Oty Ply PLH-Lot 27 Willow Brook K5821827 81901024 D02 Common 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:19 2019 Page 1 - ID:ip7zasrbVrVgTe3N94?2zyzdGPf-kpKEbSRXZOtIN6u 131 v2wObD8cG6SygcvKjA6rzdEaM -1-0-0 4-10-8 9-9-0 14-7-8 19-6-0 20-6-0 1-0-0 I 4-10-8 4-10-8 4-10-8 4-10-8 1-0-0 i Scale=1:36.4 4x4 = 6.00 112 4 r 11 12 5x6 10 13 5x6 5 9 14 6 2 7 Ith 8 . 3x8 = 3x8 = 3x8 = 9-9-0 19-6-0 II 9-9-0 I 9-9-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-0,0-3-0],[5:0-3-0,0-3-0],[6:0-4-11,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deb Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.10 6-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.31 6-8 >741 180 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:93 lb FT=20% 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. 5-7,1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=864/0-5-8,6=864/0-5-8 Max Horz 2=104(LC 16) Max Uplift 2=-204(LC 12),6=-204(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1295/382,3-4=-965/280,4-5=-965/280,5-6=-1295/382 BOT CHORD 2-8=-310/1102,6-8=-246/1102 WEBS 4-8=-58/501,5-8=-414/262,3-8=-414/262 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)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 6-9-0,Exterior(2)6-9-0 to 12-9-0, Interior(1)12-9-0 to 17-3-6,Exterior(2)17-3-6 to 20-3-6 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);Categoryll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow toads have been considered forthis design.- 4) 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 `j O PROFFS non-concurrent has wn other esig live fora \ �G�yGI NEs• s/r 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj -T 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 NT 2 will fit between the bottom chord and any other members. �� 89200PE -.7 7)A plate rating reduction of 20%has been applied for the green lumber members. 1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=204,6=204. :AP 410 ' pG ,�OREGON�� /4Q "70"'I). 14 2� p il'iRRI1_k- EXPIRES: 12-31-2019 March 8,2019 __ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Wake 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 PLH-Lot 27 Willow Brook K5821828 B1901024 003 Common Girder 1 2 Job Reference(optional) , Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Fri Mar 8 07:09:31 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-VE4miCJggyerEuBkWph17CP1 mAciMjVL5DzhKYzd1 BI 4-10-8I 9-9-0 I 14-7-8 I 19-6-0 120-6-0 4-10-8 4-10-8 4-10-8 4-10-8 1-0-0 Scale=1:35.0 4x6 I I 3 d 6.00 12 12 3x8 11 5x8 J 2 '' 4 1 5 J h- 6 to 13 14 10 15 16 9 8 17 18 19 20 21 Io 4x8 = 3x8 II 5x6 = 8x8 = 3x6 II 4x6 = 4-10-8 9-9-01 14-7-8 19-6-0 4-10-8 4-10-8 4-10-8 4-10-8 Plate Offsets(X,Y)— [1:0-0-0,0-0-3],[4:0-1-8,0-3-0],[5:0-0-12,Edge],[7:0-4-4,0-1-8],[8:04-0,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.11 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.26 7-8 >869 180 TCDL 7.0 Rep Stress lncr NO WB 0.52 Horz(CT) 0.07 5 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:210 lb FT=20% BCDL 10.0 9 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF Std G*Except* 3-8:2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=4897/0-5-8 (min.0-2-7),5=4752/0-5-8 (min.0-2-6) Max Horz 1=-110(LC 29) Max Uplift 1=-1145(LC 10),5=-1136(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-8259/1921,2-11=-5900/1390,3-11=-5831/1404,3-12=-5852/1408,4-12=-5920/1395, 4-5=-8621/2025 BOT CHORD 1-13=-1710/7188,13-14=-1710/7188,10-14=-1710/7188,10-15=-1710/7188, 15-16=-1710/7188,9-16=-1710/7188,8-9=-1710/7188,8-17=-1739/7679, 17-18=-1739/7679,18-19=-1739/7679,7-19=-1739/7679,7-20=-1710/7538, 20-21=-1710/7538,5-21=-1710/7538 WEBS 3-8=-1123/4932,4-8=-2793/776,4-7=489/2335,2-8=-2289/638,2-10=417/2081 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. �,r(1/40C1 P R Oprss Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. n 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to r,5 �N�I E�•T /pv ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)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; :9200PE 9r tenffleverfefFandifght-exposes endroBrttcatieRatldngt+texposed ttlmbert�Ot '.ACpt9te ----- grip DOL=1.60 411111P'"Was...—.• 4)TCLL:ASCE E 7 7-10;Pf=25.0 psf(flat roof snow);CategoryII;Exp B;Fully Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. • CC 6)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 "VP, OREGON tt Iti non-concurrent with other live loads. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /O '9 y 14 `4°N 8)'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 �yQ will fit between the bottom chord and any other members. �FR RI t_ - V 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 1145 lb uplift at joint 1 and 1136 lb uplift at joint 5. EXPIRES: 12-31-2019 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI March 8,2019 1. �Vnunuw VII pays C l MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ANI-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 1111, 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety lnfwmation 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 27 Willow Brook K5821828 81901024 003 Common Girder 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Fri Mar 8 07:09:31 2019 Page 2 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-VE4miCJggyerEuBkWph17CP1 mAgMjVL5DzhKYzd1 BI NOTES- 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 12-11-4 from the left end to 17-5-4 to connect truss(es)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)860 lb down and 211 lb up at 1-6-12,860 lb down and 211 lb up at 3-6-12,860 lb down and 211 lb up at 5-6-12,860 lb down and 211 lb up at 7-6-12,and 860 lb down and 211 lb up at 9-6-12,and 860 lb down and 211 lb up at 11-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-64,1-5=-20 Concentrated Loads(Ib) Vert:8=-860 13=-860 14=-860 15=-860 16=-860 17=-860 18=-732(B)19=-698(B)20=-698(B)21=-698(B) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-52,3-6=-52,1-5=-20 Concentrated Loads(Ib) Vert:8=-760 13=-760 14=-760 15=-760 16=-760 17=-760 18=-619(B)19=-591(B)20=-591(B)21=-591(B) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-11=-52,3-11=-71,3-6=-25,1-5=-20 Concentrated Loads(Ib) Vert:8=-760 13=-760 14=-760 15=-760 16=-760 17=-760 18=-619(B)19=-591(B)20=-591(B)21=-591(B) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-25,3-12=-69,6-12=-52,1-5=-20 Concentrated Loads(Ib) Vert:8=-760 13=-760 14=-760 15=-760 16=-760 17=-760 18=-619(B)19=-591(B)20=-591(B)21=-591(B) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-6=-14,1-5=-40 Concentrated Loads(Ib) Vert:8=-526 13=-526 14=-526 15=-526 16=-526 17=-526 18=-432(B)19=-423(B)20=-423(B)21=-423(B) 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=5,3-5=19,5-6=13,1-5=-12 Horz:1-3=-13,3-5=27,5-6=21 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(8)21=168(B) 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=19,3-5=5,5-6=20,1-5=-12 Horz:1-3=-27,3-5=13,5-6=28 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 8)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-3=-14,3-5=1,5-6=7,1-5=-20 Horz:1-3=-0,3-5=15,5-6=21 Concentrated Loads(Ib) Vert:8=211 13=211 14=211 15=211 16=211 17=211 18=190(B)19=176(B)20=176(B)21=176(B) 9)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=1,3-5=-14,5-6=-7,1-5=-20 Horz:1-3=-15,3-5=0,5-6=7 Concentrated Loads(Ib) Vert:8=211 13=211 14=211 15=211 16=211 17=211 18=190(6)19=176(13)20=176(B)21=176(B) 10)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ao Vert:1-3=36,3-5=17,5-8=11,1-5-42- Horz:1-3=-45,3-5=25,5-6=19 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 11)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=17,3-5=36,5-6=30,1-5=-12 Horz:1-3=-25,3-5=45,5-6=38 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 12)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=23,3-5=11,5-6=5,1-5=-12 Horz:1-3=-31,3-5=20,5-6=13 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 13)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 w1 amury un pays a 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall l� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Seely 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 27 Willow Brook K5821828 91901024 003 Common Girder 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Fri Mar 8 07:09:31 2019 Page 3 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-V E4miCJggyerEu BkWph 17C P1 mAq MjV L5DzhKYzd 1 BI LOAD CASE(S) Uniform Loads(plf) Vert:1-3=11,3-5=23,5-6=16,1-5=-12 Horz:1-3=-20,3-5=31,5-6=25 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 14)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=18,3-5=-1,5-6=5,1-5=-20 Horz:1-3=-32,3-5=13,5-6=19 Concentrated Loads(Ib) Vert:8=211 13=211 14=211 15=211 16=211 17=21118=190(B)19=176(B)20=176(B)21=176(B) 15)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-1,3-5=18,5-6=24,1-5=-20 Horz:1-3=-13,3-5=32,5-6=38 Concentrated Loads(Ib) Vert:8=211 13=211 14=211 15=211 16=211 17=211 18=190(B)19=176(B)20=176(B)21=176(B) 16)Dead+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-14,3-5=-14,5-6=-114,1-5=-20 Concentrated Loads(Ib) Vert:8=-333 13=-333 14=-333 15=-333 16=-333 17=-333 18=-279(B)19=-267(B)20=-267(B)21=-267(B) 17)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-11=-64,3-11=-90,3-6=-29,1-5=-20 Concentrated Loads(lb) Vert:8=-860 13=-860 14=-860 15=-860 16=-860 17=-860 18=-732(B)19=-698(B)20=-698(B)21=-698(B) 18)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-29,3-12=-87,6-12=-64,1-5=-20 Concentrated Loads(Ib) Vert:8=-860 13=-860 14=-860 15=-860 16=-860 17=-860 18=-732(B)19=-698(B)20=-698(B)21=-698(B) 19)Dead+Uninhabitable Attic Storage:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,3-6=-14,1-5=-20 Concentrated Loads(Ib) Vert:8=-377 13=-377 14=-377 15=-377 16=-377 17=-377 18=-279(B)19=-271(B)20=-271(B)21=-271(B) 20)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-51,3-5=-41,5-6=-36,1-5=-20 Horz:1-3=-0,3-5=11,5-6=16 Concentrated Loads(Ib) Vert:8=110 13=110 14=110 15=110 16=110 17=110 18=102(B)19=94(B)20=94(B)21=94(B) 21)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=41,3-5=-51,5-6=46,1-5=-20 Horz:1-3=-11,3-5=0,5-6=5 Concentrated Loads(Ib) Vert:8=110 13=110 14=110 15=110 16=110 17=110 18=102(B)19=94(B)20=94(B)21=94(B) 22)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,3-5=42,5-6=-37,1-5=-20 Horz:1-3=-24,3-5=9,5-6=14 Concentrated Loads(Ib) Vert:8=110 13=110 14=110 15=110 16=110 17=110 18=102(B)19=94(B)20=94(B)21=94(B) 23)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=42,3-5=-28,5-6=-23,1-5=-20 Horz:1-3=-9,3-5=24,5-6=29 Concentrated Loads(Ib) Vert:8=110 13=110 14=110 15=110 16=110 17=110 18=102(B)19=94(B)20=94(B)21=94(B) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=5,3-5=19,5-6=13,1-5=-12 No=1-3a4.3, 66=21- - Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=19,3-5=5,55=20,1-5=-12 Horz:1-3=-27,3-5=13,5-6=28 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 26)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 1 wren rucv un payw 9A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/I-7473 rev.10/03P1015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Trues Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 27 Willow Brook K5821828 B1901024 003 Common Girder 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Mar 8 07:09:31 2019 Page 4 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-VE4miCJggyerEuBkWphl7CP1 mAgMjVL5DzhKYzdl BI LOAD CASE(S) Uniform Loads(plf) Vert:1-3=-14,3-5=1,5-6=7,1-5=-20 Horz:1-3=-0,3-5=15,5-6=21 Concentrated Loads(Ib) Vert:8=-315 13=-315 14=-315 15=-315 16=-315 17=-315 18=-268(B)19=-255(B)20=-255(B)21=-255(B) 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=1,3-5=-14,5-6=-7,1-5=-20 Horz:1-3=-15,3-5=0,5-6=7 Concentrated Loads(Ib) Vert:8=-315 13=-315 14=-315 15=-315 16=-315 17=-315 18=-268(B)19=-255(B)20=-255(B)21=-255(B) 28)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=36,3-5=17,5-6=11,1-5=-12 Horz:1-3=45,3-5=25,5-6=19 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 29)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=17,3-5=36,5-6=30,1-5=-12 Horz:1-3=-25,3-5=45,55=38 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 30)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=23,3-5=11,5-6=5,1-5=-12 Horz:1-3=-31,3-5=20,5-6=13 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 31)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=11,3-5=23,5-6=16,1-5=-12 Horz:1-3=-20,3-5=31,5-6=25 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 32)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-3=18,3-5=-1,5-6=5,1-5=-20 Horz:1-3=-32,3-5=13,5-6=19 Concentrated Loads(Ib) Vert:8=-315 13=-315 14=-315 15=-315 16=-315 17=-315 18=-268(B)19=-255(B)20=-255(B)21=-255(B) 33)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-1,3-5=18,5-6=24,1-5=-20 Horz:1-3=-13,3-5=32,5-6=38 Concentrated Loads(Ib) Vert:8=-315 13=-315 14=-315 15=-315 16=-315 17=-315 18=-268(B)19=-255(B)20=-255(B)21=-255(B) 34)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-51,3-5=41,5-6=-36,1-5=-20 Horz:1-3=-0,3-5=11,5-6=16 Concentrated Loads(Ib) Vert:8=-638 13=-638 14=-638 15=-638 16=-638 17=-638 18=-524(B)19=499(B)20=-499(B)21=-499(B) 35)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=41,35=51,5-6=46,1-5=-20 Horz:1-3=-11,3-5=0,5-6=5 Concentrated Loads(lb) Vert 8=-63813==634324=4338 15=-638 16==438 17638-18--'24(B)19-499(B)20-499(8)21--499(3) 36)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,3-5=42,5-6=-37,1-5=-20 Horz:1-3=-24,3-5=9,5-6=14 Concentrated Loads(Ib) Vert:8=-638 13=-638 14=-638 15=-638 16=-638 17=-638 18=-524(B)19=-499(B)20=-499(B)21=-499(B) 37)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=42,3-5=-28,5-6=-23,1-5=-20 Horz:1-3=-9,3-5=24,5-6=29 Concentrated Loads(Ib) Vert:8=-638 13=-638 14=-638 15=-638 16=-638 17=-638 18=-524(B)19=-499(B)20=499(B)21=499(B) t I 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 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/IPI1 Quaffty Criteria,DSB-89 end 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 27 Willow Brook 1(5821829 B1901024 E01 GABLE 1 1 Job Reference(optional) - ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:21 2019 Page 1 I D:i p7zasrbV rVgTe3N 94?2zyzdGPf-h BS_08So5070cQ2gASy WO Rh d7P2 DwvtvMeCG Bkzd Ea K 8-8-12I 17-5-8 118-5-8 8-8-12 8-8-12 1-0-0 Scale=1:33.4 4x4 = 5 Pij 6.00 ,2 4 6 r 1,'r 20 19 7 4x6 3 8 V 404 2 9 21 IP V 1 10 11 e. :•. 0 0 0 0 0 LI 0 h.,.. lom ��"VVVVVVVVVVVVV�Y7ry�V'VVVVVVVVVVV��YV�y VVVVVVVVV���������VVVVV�VVVV��VPVVV��VVVVV�1'�1y�V�y�VVY��VV�yWVVVV1y�ti VVV� Io 3x4 = 18 17 16 15 14 13 12 3x4 = 3x8 I I 17-5-8 17-5-8 Plate Offsets(X,Y)— [1:0-0-0,0-0-15],[1:0-2-7,Edge] LOADING (psf) SPACING- 2-0-0 051. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 10 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 10 n/r 120 TCOL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:84 lb FT=20% 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. 8-11:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. All bearings 17-5-8. (Ib)- Max Horz 1=-99(LC 13) Max Uplift All uplift 100 lb or less at joint(s)10,1,16,17,14,13,12 except 18=-112(LC 12) Max Gray All reactions 250 lb or less at joint(s)10,1,15,16,17,18,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(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)0-0-0 to 2-8-12,Exterior(2)2-8-12 to 5-8-12,Corner(3)5-8-12 to 11-8-12, Exterior(2)11-8-12 to 15-2-14,Corner(3)15-2-14 to 18-2-14 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. ti PR 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �,`�(,�`�� F�ss 4)Unbalanced snow loads have been considered for this design. NG1 /,C /p 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 7 non-concurrent with other live loads. ��(/ p If. 6)All plates are 2x4 MT20 unless otherwise indicated. 89200PE ..� 8)Gable"suss p co�ous bottom cfiord bearing. / 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11..0 10)*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 • Sc will fit between the bottom chord and any other members. y OREGON 4(/ 11)A plate rating reduction of 20%has been applied for the green lumber members. 4. 4 Nbt. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,1,16,17,14, <Q 1y 14 2p tt�� 13,12 except(jt=lb)18=112. .4i24. 111F?RIO- `' EXPIRES: IO- EXPIRES: 12-31-2019 March 8,2019 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE ANI-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 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/IP11 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 27 WIlow Brook K5821830 B1901024 E02 Common 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:22 2019 Page 1 - ID:ip7zasrbVrVgTe3N94?2zyzdGPf-900NETTQsJFtEadtkATIYfDIEplpfJy2blygjAzdEaJ 4-4-6 8-8-12 13-1-2 17-5-8 18-5-8 4-4-6 4-4-6 4-4-6 4-4-6 j 1-0-0 Scale:3/8"=1' 404 = 3 6.00 112 10 2x4 J 9 5x6 2 4 - 8 IP �.. 11 1 5 ,c ® 6 0 a T 7 5x6 = 3x8 = 3x6 = 8-8-12 17-5-8 8-8-12 I 8-8-12 Plate Offsets(X,Y)— [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[4:0-3-0,0-3-0],[5:0-2-13,0-1-8] 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 0.22 Vert(LL) -0.09 1-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.28 1-7 >743 180 TCDL 7.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.03 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:78 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 5=787/0-5-8,1=719/Mechanical Max Horz 1=-99(LC 13) Max Uplift 5=-187(LC 13),1=-157(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1163/377,2-3=-872/275,3-4=-877/274,4-5=-1163/366 BOT CHORD 1-7=-273/987,5-7=-236/985 WEBS 3-7=-68/456,4-7=-347/232,2-7=-355/230 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)0-0-12 to 3-0-12,Interior(1)3-0-12 to 5-8-12,Exterior(2)5-8-12 to 11-8-12, Interior(1)11-8-12 to 15-2-14,Exterior(2)15-2-14 to 18-2-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions-shown;tumberfOL=1 Et7piate grip OOL=1.80 2)TCLL:ASCE 7-10;Pf=250 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ,i3O PROpt^ 3)Unbalanced snow loads have been considered for this design. c.,' '``N(jINE�C�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 -T non-concurrent with other live loads. NT 2 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 89200PE r *7 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. ��:i 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=187,1=157. -p OREGON 4 G< R tx' 14, 20 lifRRILA- EXPIRES: 12-31-2019 March 8,2019 I - AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10.007/2015 BEFORE USE. IIII 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 Milek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 27 Willow Brook K5821831 B1901024 F01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:22 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-9O0NETTQsJFtEadtkATlYfDk4pLAfFE2blygjAzdEaJ -1-0-0 5-8-12I 11-5-8 12-5-8 1-0-0 5-8-12 5-8-12 1-0-0 5 Scale=1:25.6 4 17 r 4.00 112 p Ir 16 3x4 3 ill v 1010410 v 15 r r 1 2 A A ` �a ki K17 3x4 = 6 5x6 = 5-8-12 11-5-8 5-8-12 5-8-12 Plate Offsets(X,Y)- [12:0-1-12.0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.07 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:69 lb FT=20% BCDL 10.0 9 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 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. (lb/size) 6=544/0-3-8,2=526/0-3-8 Max Horz 2=211(LC 9) Max Uplift 6=-192(LC 12),2=-164(LC 8) Max Gray 6=658(LC 19),2=544(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-892/288,4-6=-321/285 BOT CHORD 2-7=-302/804,6-7=-302/804 WEBS 3-6=-839/414 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 Corner(3)-0-9-5 to 2-2-11,Exterior(2)2-2-11 to 9-5-8,Corner(3)9-5-8 to 12-5-8 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. R PR 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);CategoryII;Exp B;Fully Exp.;Ct=1.10 ,�(�F�Ed OFFss 4)Unbalanced snow loads have been considered for this design. Gj !0/(a{(VE�C`n /O 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� V T 2 non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 4` :1'210' 9f t..77777.--77.-7; - r __- ejt, _/I� 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 -'! - . 4a1110 will fit between the bottom chord and any other members. li 10)A plate rating reduction of 20%has been applied for the green lumber members. '}7 OREGON �Q 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) L 4, 6=192,2=164. ./O '9r 14 (2.(N-02?,. %iRIIrL EXPIRES: 12-31-2019 March 8,2019 4 1 Imam imut 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 s 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 Gree 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 27 Willow Brook K5821832 B1901024 F02 MONOPITCH 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:23 2019 Page 1 - ID:ip7zasrbVrVgTe3N94?2zyzdGPf-daZIRpU2ddNkrkB3lt_5smweDhPOi U Bpxh NFdzdEal -1-0-0 5-8-12 11-5-8 12-5-8 1-0-0 I 5-8-12 I 5-8-12 1-0-0 5 Scale=1:25.8 2x4 II 4 10 r 4.00 'JY Il - 3x4 3x4 3 v v 8 2 1 A mu 9c Ip r Ir d ID KA 3x4 = 2x4 II 6 3x4 = 5-8-12 11-5-8 5-8-12 5-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.02 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.07 6-7 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.50 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:61 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 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=544/0-3-8,2=526/0-3-8 Max Horz 2=211(LC 9) Max Uplift 6=-192(LC 12),2=-164(LC 8) Max Gray 6=658(LC 19),2=544(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-892/178,4-6=-321/185 BOT CHORD 2-7=-222/804,6-7=-222/804 WEBS 3-6=-839/277 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)-0-9-5 to 2-2-11,Interior(1)2-2-11 to 9-5-8,Exterior(2)9-5-8 to 12-5-8 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 desi!ned for greater of min roof live toad of 20.0 psfor2.00-times flat-roof toad of 25.0 psf on overhangs 2�� cs non-concurrent with other live loads. G 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;` G�NF�� s�O 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 C; will fit between the bottom chord and any other members. ��? ?i9 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) �. 119200P r 6=192,2=164. f ,AP i_ 4 OREGON 4 y 14, 2-�v.. RRII_L EXPIRES: 12-31-2019 March 8,2019 d I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 01, 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®k4 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 27 WIlow Brook K5821833 B1901024 F03 MONOPITCH 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:23 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-daZIRpU2ddNkrkB3lt_5smwrDhPOh7BpxhNFdzdEal -1-0-0 5-8-12I 11-5-8 1-0-0 5-8-12 5-8-12 4 Scale=1:24.3 r12I1øI 304 = 2x4 II 5 3x4 = 5-8-12 11-5-8 5-8-12 5-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.02 6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.07 5-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 5 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-SH Weight:59 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 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=466/0-5-8,2=530/0-3-8 Max Horz 2=193(LC 11) Max Uplift 5=-151(LC 12),2=-171(LC 8) Max Gray 5=555(LC 19),2=556(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-931/201 BOT CHORD 2-6=-229/842,5-6=-229/842 WEBS 3-5=-877/285 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)-0-9-5 to 2-2-11,Interior(1)2-2-11 to 8-3-11,Exterior(2)8-3-11 to 11-3-11 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);CategoryII;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. p 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs � > �[n PROF�sti' non-concurrent with other live loads. ` L� C 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` �N tut FR O 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 Cj G E T will fit between the bottom chord and any other members. t�� 4. 7)A plate rating reduction of 20%has been applied for the green lumber members. �f 7 8)Provide mechanical connection(by others)of truss to bearin.plate ca.-ble of withstandi . 100 lb u.lift at'oint s exce.t 't=1b - .a f o P V _ _ j y OREGON �� 4/ `O �� 14r `O P ' F1 R I IA- EXPIRES: 12-31-2019 March 8,2019 4 1 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 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/TPI1 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 27 Willow Brook K5821834 B1901024 F04 MONOPITCH 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:24 2019 Page 1 ' ID:ip7zasrbVrVgTe3N94?2zyzdGPf-5m77e9UgOxVbTtmFraVDd4J5hd2E7FSL2bRxo3zdEaH -1-0-0 5-8-12 11-5-8 1-0-0 5-8-12 5-8-12 4 Scale=1:24.3 2 . Ldi' Ir Y aM Int 3x4 = 6 5 2x4 II 354 = 5-8-12 11-5-8 I 5-8-12 5-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.02 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.05 5-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-SH Weight:59 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 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=192/0-5-8,2=252/0-3-8,6=549/0-5-8 Max Horz 2=193(LC 9) Max Uplift 5=-68(LC 12),2=-87(LC 8),6=-165(LC 12) Max Gray 5=251(LC 19),2=252(LC 1),6=608(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-476/232 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)-0-8-9 to 2-3-7,Interior(1)2-3-7 to 8-3-11,Exterior(2)8-3-11 to 11-3-11 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 20.0 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 fora 10.0 pathottom chord live load nonconcurrentwittrany other five toads. �. 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 d O!' will fit between the bottom chord and any other members. •c<<, �G`N�� 61,t1 �O 7)A plate rating reduction of 20%has been applied for the green lumber members. Cj 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2 except(jt=lb) 4. 6=165. 4: ..41 �92 OP 9�' 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 4 OREGON 4,44/ / Ali O }• 14 2O�Q iviERR I1..\- EXPIRES: 12-31-2019 March 8,2019 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10/03/2015 BEFORE USE. fa 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 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 ANSIRP11 Qualify 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 27 Willow Brook K5821835 B1901024 F05 MONOPITCH 6 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:25 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-ZzhVsWI9EdS51 LRPIOSAHrGJONvsbmUHFAUKVzdEaG I -11--°0--°0 1-0-0 I 5-8-12 11-5-8 1-0-0 5-8-12 5-8-12 4 Scale=1:24.3 P 4.00 12 3x4 8 3 7 iriiii 2 1rdiPIr Y 16 , TI P/ 6 � I I 3x4 = 2x4 II 5 3x4 = 5-8-12 11-5-8 5-8-12 5-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.02 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.07 5-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:59 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 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=462/0-5-8,2=533/0-5-8 Max Horz 2=193(LC 11) Max Uplift 5=-150(LC 12),2=-175(LC 8) Max Gray 5=551(LC 19),2=558(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-918/197 BOT CHORD 2-6=-225/828,5-6=-225/828 WEBS 3-5=-863/280 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)-0-9-5 to 2-2-11,Interior(1)2-2-11 to 8-3-11,Exterior(2)8-3-11 to 11-3-11 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs n nonconcurrentwith other live loads. �GV PROFtss 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ````S- 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 �Cj !NGI NE.k. ,O will fit between the bottom chord and any other members. V 2 7)A plate rating reduction of 20%has been applied for the green lumber members. kf 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4 89200PE T- a Q , ct 7 ,f OREGON i Ali <O lk14 2.6\ vzt- SFR R 10- EXPIRES: 12-31-2019 March 8,2019 AdWARNING4 -Ver' des' �� 4 y ign parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE M/I-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 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 PLH-Lot 27 Willow Brook K5821836 B1901024 F06 MONOPITCH 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:25 2019 Page 1 ' ID:ip7zasrbVrVgTe3N94?2zyzdGPf-ZzhVsWI9EdS51 LRPIOSAHrFPOMesjrUHFAUKVzdEaG -1-0-0 6-6-0 I II 1-0-0 6-6-0 Scale=1:17.3 2x4 II 3 4 4.00 112 i 7 2 1 r If i ,/ 6 3x4 = 5 2x4 6-6-0 6-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCL/ 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.06 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.18 2-6 >400 180 TCD/ 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:29 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 except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=270/Mechanical,2=321/0-5-8 Max Horz 2=113(LC 9) Max Uplift 6=-86(LC 12),2=-119(LC 8) Max Gray 6=305(LC 19),2=331(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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)-0-9-5 to 2-2-11,Interior(1)2-2-11 to 3-6-0,Exterior(2)3-6-0 to 6-6-0 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 20.0 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 att-areas where a rectangle 3-6-0 tall by 2-0-0 wide .,;-,.0 �6 will fit between the bottom chord and any other members. G` Fc 7)A plate rating reduction of 20%has been applied for the green lumber members. �• .( GINE 04) 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) � • �� 7 p�9 2=119. tr =920P f* pcc 4,„OREGON � 4/ 7O 14 2-0\ Q *R R 10-N' 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. WI, Design valid for use only with MiTekth)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 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply PLH-Lot 27 Willow Brook K5821837 B1901024 Y01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:26 2019 Page 1 I D:ip7zasrbVrVgTe3N94?2zyzdGPf-19Ft3rWwwYIJiBwez?YhiVOUrOlebAFeWvw1 sxzdEaF -1-0-0 10-0-0 20-0-0 21-0-0 11-0-0 10-0-0 1 10-0-0 1 1-0-0 Scale=1:36.4 4x4 = 4.00 12 8 9 7 ` 8x8 5 29 6 Y 10 30 28 5 ` 11 31 8x8 q r Y 12 3 �7 �� 13 27 �� �, 32 1ii6 2 �N/M ii w ii B B B �'�_ 14 15 �o J ♦ ♦um r ♦♦. r Y Y Y Y ♦♦♦♦♦♦ ♦♦♦♦♦♦�♦♦♦♦♦�♦.�����A�A int/. Io I< 0 3x4 = 26 25 24 23 22 21 20 19 18 17 16 3x4 = I 20-0-0 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 14 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 14 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-SH Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-4,12-15:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 20-0-0. (Ib)- Max Horz 2=-71(LC 13) Max Uplift All uplift 100 lb or less at joint(s)2,14,22,23,24,25,26,20,19,18,17,16 Max Gray All reactions 250 lb or less at joint(s)2,14,21,22,23,24,25,20,19,18,17 except 26=269(LC 1),16=269(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 Corner(3)-0-9-5 to 2-2-11,Exterior(2)2-2-11 to 7-0-0,Comer(3)7-0-0 to 13-0-0, Exterior(2)13-0-0 to 17-9-5,Corner(3)17-9-5 to 20-9-5 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 Il;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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��,W) PROp, , 7 non-concurrent with other live loads. �`CO` I GI NE, /p 6)All plates are 2x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. `i 2 8)Gable studs spaced at 1-4-0 oc. '9 9)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with an other live loads. :a i i • r 1oaQOr2f0 -- +-- _- • .-.---.---n-• - psr6r1Nf813616r1TC'fiord in elfareas where a rectangle 3-0dta liji 0 wide will fit between the bottom chord and any other members. -•'. 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)2,14,22,23,24, Q 25,26,20,19,16,17,16. 74. 47OREGON 44/ <0gy142 p. EXPIRES: 12-31-2019 March 8,2019 1 I MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10.03@015 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 ANSUTPII Qualify 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 1 Job Truss Truss Type Qty Ply PLH-Lot 27 Willow Brook K5821838 B1901024 Y02 COMMON 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 17:55:27 2019 Page 1 ' ID:ip7zasrbVrVgTe3N94?2zyzdGPf-VLpGHBXYhst9KLVgXj3wFixb2g1 mKahnkZfbOOzdEaE 1-0-0 5-0-0 10-0-0 15-0-0 20-0-0 21-0-0 -1-0-0 5-0-0 l 5-0-0 5-0-0 i 5-0-0 1-0-0 Scale=1:36.4 4x6 = 4.00 12 4 L. 5x6 12 13 5x6 Aii4666 11 14 3 5 illitik 10 1s 2 IIIMIL1111111016 6 7 .14 Z 9 8 ,11... o 3x4 = 3x4 = 3x4 = 3x4 = 6-8-0 13-4-0 20-0-0 6-8-0 I 6-8-0 6-8-0 Plate Offsets(X,Y)— [2:0-2-8,Edge],[3:0-3-0,0-3-0],[5:0-3-0,0-3-0],[6:0-2-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.20 8-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Std G REACTIONS. (lb/size) 2=885/0-5-8,6=885/0-5-8 Max Horz 2=-71(LC 17) Max Uplift 2=-252(LC 8),6=-252(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1830/487,3-4=-1595/419,4-5=-1595/419,5-6=-1830/487 BOT CHORD 2-9=-431/1679,8-9=-233/1136,6-8=-399/1679 WEBS 4-8=-101/530,5-8=-378/228,4-9=-101/530,3-9=-378/228 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)-0-9-5 to 2-2-11,Interior(1)2-2-11 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, Interior(1)13-0-0 to 17-9-5,Exterior(2)17-95 to 20-9-5 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 L 3)Unbalanced snow loads have been considered for-thtg design. �_ oa c 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs v O r RQFC nonconcurrentwith other live loads. \ GINE s/� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cj 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 �� 1• will fit between the bottom chord and any other members. 4r =9200PE r".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=252,6=252. _AO, Iitee ' 4 OREGON NI, ,..1:r/Q A,r 14 it 0Q RRII.\- EXPIRES: 12-31-2019 March 8,2019 4 4 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 s 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 braang of trusses and truss systems,see ANSI/TPI1 quality Criteria,OSB-89 and BCSI Building Component 250 Klug Cirde 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 27 Willow Brook 81901024 Y03 COMMON GIRDER 1 K5821839 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc. Fri Mar 8 07:09:05 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-GEVxFJ?WyzMX7uCk_LDx3jKYelHyHsKW7AfJP2zd1 Bi 5-o 5-0-0 10-0-0 15-0-0 20-0-0 5-0-0 5-0-0 5-0-0 Scale=1:32.6 5x6 = 3 4.00 FIT 3x6 % 10 11 3x6 2 4 1 ....igiemillidllggllIll — -w Q --•oldgligllgIIIIIIIIIIIIIIIIIIIIIII 5 e e o Io 12 13 9 14 8 15 7 16 17 6 18 19 4x12 = 8x8 WB = 3x6 II 8x8 = 3x6 II 4x12 = 5-0-0 10-0-0 15-0-0 20-0-0 5-0-0 5-0-0 5-0-0 I 5-0-0 1 Plate Offsets(X,Y)— [6:0-4-8,0-1-8],[7:0-4-0,0-5-4],[9:0-4-8,0-1-8] TCLL LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.18 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.40 6-7 >593 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.09 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:190 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. (Ib/size) 1=4406/0-5-8 (min.0-2-3),5=4366/0-5-8 (min.0-2-3) Max Horz 1=-67(LC 11) Max Uplift 1=-1150(LC 6),5=-1139(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-10285/2671,2-10=-7372/1902,3-10=-7337/1913,3-11=-7337/1913, 4-11=-7372/1902,4-5=-10290/2673 BOT CHORD 1-12=-2507/9598,12-13=-2507/9598,9-13=-2507/9598,9-14=-2507/9598, 8-14=-2507/9598,8-15=-2507/9598,7-15=-2507/9598,7-16=-2460/9602, 16-17=-2460/9602,6-17=-2460/9602,6-18=-2460/9602,18-19=-2460/9602, 5-19=-2460/9602 WEBS 3-7=-1056/4288,4-7=-2886/833,4-6=-427/1906,2-7=-2882/830,2-9=-425/1900 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. a Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ��``L D P R OF�ss Webs connected as follows:2x4-1 row at 0-9-0 oc. f. R 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to _`G{NEe �" ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �,� F'9 A- 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; '(4r -7 MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate - 89200PE r a. - 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. .-�� i 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 7)*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 CC ktti will fit between the bottom chord and any other members. 7,. A_OREGON �Ix 8)A plate rating reduction of 20%has been applied for the green lumber members. /O 1)' 14 20 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1150 lb uplift at joint 1 and 1139 lb uplift �yP atjoint5. vpRIL%_ V 10)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI `►►ll 1. 11)Use Simpson Strong-Tie LUS24(4-SD9112 Girder,2-SD9212 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max. EXPIRES: 12-31-2019 starting at 1-11-4 from the left end to 17-11-4 to connect truss(es)to back face of bottom chord. March 8,2019 12)Fill all nail holes where hanger is in contact with lumber. t VVrrIn1000 on pays c t WiR AIWA Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI-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 budding 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/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 PLH-Lot 27 Willow Brook K5821839 B1901024 Y03 COMMON GIRDER 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Fri Mar 8 07:09:05 2019 Page 2 + ID:ip7zasrbVrVgTe3N94?2zyzdGPf-GEVxFJ?WyzMX7uCk_LDx3jKYelHyHsKW7AfJP2zd1 Bi LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-3=-64,3-5=-64,1-5=-20 Concentrated Loads(Ib) Vert:7=-792(B)12=-792(B)13=-792(B)14=-792(B)15=-792(B)16=-792(B)17=-792(B)18=-792(B)19=-792(B) 2)Dead+0.75 Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Veil:1-3=-52,3-5=-52,1-5=-20 Concentrated Loads(lb) Vert:7=-668(B)12=-668(B)13=-668(B)14=-668(B)15=-668(B)16=-668(B)17=-668(B)18=-668(B)19=-668(B) 3)Dead+0.75 Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-10=-52,3-10=-66,3-5=-25,1-5=-20 Concentrated Loads(Ib) Vert:7=-668(B)12=-668(B)13=-668(B)14=-668(B)15=-668(B)16=-668(B)17=-668(B)18=-668(B)19=-668(B) 4)Dead+0.75 Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-25,3-11=-66,5-11=-52,1-5=-20 Concentrated Loads(Ib) Vert:7=-668(B)12=-668(B)13=-668(B)14=-668(B)15=-668(B)16=-668(B)17=-668(B)18=-668(B)19=-668(B) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-5=-14,1-5=-40 Concentrated Loads(Ib) Vert:7=-463(B)12=-463(B)13=-463(B)14=-463(B)15=-463(B)16=-463(B)17=-463(B)18=-463(B)19=-463(B) 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=36,3-5=22,1-5=-12 Horz:1-3=-45,3-5=31 Concentrated Loads(Ib) Vert:7=210(B)12=210(B)13=210(B)14=210(B)15=210(B)16=210(B)17=210(B)18=210(B)19=210(B) 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=22,3-5=36,1-5=-12 Horz:1-3=-31,3-5=45 Concentrated Loads(Ib) Vert:7=210(B)12=210(B)13=210(B)14=210(B)15=210(B)16=210(B)17=210(B)18=210(B)19=210(B) 8)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=18,3-5=4,1-5=-20 Horz:1-3=-32,3-5=18 Concentrated Loads(Ib) Vert:7=218(B)12=218(B)13=218(B)14=218(8)15=218(B)16=218(B)17=218(B)18=218(B)19=218(B) 9)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=4,3-5=18,1-5=-20 Horz:1-3=-18,3-5=32 Concentrated Loads(Ib) Vert:7=218(B)12=218(8)13=218(B)14=218(B)15=218(B)16=218(B)17=218(B)18=218(B)19=218(B) 10)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=36,3-5=17,1-5=-12 Horz:1-3=-45,3-5=25 Concentrated Loads(Ib) Vert:7=210(B)12=210(B)13=210(B)14=210(B)15=210(B)16=210(B)17=210(B)18=210(B)19=210(B) 11)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:13=17,35=36,1-5=-12 Horz:1-3=-25,3-5=45 — Concentrated Loads(Ib) Vert:7=210(B)12=210(B)13=210(B)14=210(B)15=210(B)16=210(B)17=210(B)18=210(B)19=210(B) 12)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=23,3-5=11,1-5=-12 Horz:1-3=-31,3-5=20 Concentrated Loads(Ib) Vert:7=210(B)12=210(B)13=210(B)14=210(B)15=210(B)16=210(B)17=210(B)18=210(B)19=210(B) 13)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-3=11,3-5=23,1-5=-12 Horz:1-3=-20,3-5=31 Concentrated Loads(Ib) Vert:7=210(8)12=210(8)13=210(B)14=210(B)15=210(B)16=210(8)17=210(8)18=210(8)19=210(B) 14)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 wnunucu un pays J 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 ANSIRP/1 Qualify Criteria,058.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 27 Willow Brook K5821839 • B1901024 Y03 COMMON GIRDER 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Fri Mar 8 07:09:05 2019 Page 3 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-GEVxFJ?WyzMX7uCk_LDx3jKYeIHyHsKW7AfJP2zd1 Bi LOAD CASE(S) Uniform Loads(plt) Vert 1-3=18,3-5=-1,1-5=-20 Horz:1-3=-32,3-5=13 Concentrated Loads(Ib) Vert:7=218(B)12=218(B)13=218(B)14=218(B)15=218(B)16=218(8)17=218(B)18=218(8)19=218(B) 15)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-1,3-5=18,1-5=-20 Horz:1-3=-13,3-5=32 Concentrated Loads(Ib) Vert:7=218(B)12=218(B)13=218(B)14=218(8)15=218(8)16=218(B)17=218(B)18=218(B)19=218(B) 16)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-10=-64,3-10=-83,3-5=-29,1-5=-20 Concentrated Loads(Ib) Vert:7=-792(B)12=-792(B)13=-792(B)14=-792(B)15=-792(8)16=-792(B)17=-792(8)18=-792(B)19=-792(B) 17)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(Of) Vert:1-3=-29,3-11=-83,5-11=-64,1-5=-20 Concentrated Loads(Ib) Vert:7=-792(B)12=-792(B)13=-792(B)14=-792(B)15=-792(B)16=-792(B)17=-792(B)18=-792(B)19=-792(8) 18)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,3-5=-14,1-5=-20 Concentrated Loads(Ib) Vert:7=-297(B)12=-297(B)13=-297(8)14=-297(B)15=-297(B)16=-297(B)17=-297(8)18=-297(B)19=-297(B) 19)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,3-5=-38,1-5=-20 Horz:1-3=-24,3-5=13 Concentrated Loads(Ib) Vert:7=121(8)12=121(8)13=121(B)14=121(B)15=121(B)16=121(8)17=121(B)18=121(8)19=121(8) 20)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-38,3-5=-28,1-5=-20 Horz:1-3=-13,3-5=24 Concentrated Loads(Ib) Vert:7=121(B)12=121(B)13=121(B)14=121(B)15=121(B)16=121(8)17=121(B)18=121(B)19=121(B) 21)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,35=-42,1-5=-20 Horz:1-3=-24,3-5=9 Concentrated Loads(Ib) Vert:7=121(6)12=121(B)13=121(B)14=121(8)15=121(8)16=121(B)17=121(B)18=121(B)19=121(8) 22)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=42,3-5=-28,1-5=-20 Horz:1-3=-9,3-5=24 Concentrated Loads(Ib) Vert:7=121(6)12=121(B)13=121(6)14=121(6)15=121(B)16=121(8)17=121(8)18=121(B)19=121(B) 23)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=36,3-5=22,1-5=-12 Horz:1-3=45,3-5=31 Concentrated Loads(Ib) Vert:7=-296(B)12=-296(B)13=-296(B)14=-296(8)15=-296(B)16=-296(B)17=-296(B)18=-296(8)19=-296(B) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=22,3-5=36,1-5=-12 Hors:1-3=-31,3-5=45 Concentrated Loads(Ib) Vert:7=-296(B)12=-296(8)13=-296(B)14=-296(B)15=-296(B)16=-296(B)17=-296(B)18=-296(B)19=-296(B) 25)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert-4- 1 1,S.54,4 YB _ • Horz:1-3=-32,3-5=18 Concentrated Loads(Ib) Vert:7=-288(B)12=-288(8)13=-288(8)14=-288(B)15=-288(B)16=-288(B)17=-288(8)18=-288(B)19=-288(B) 26)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=4,3-5=18,1-5=-20 Horz:1-3=-18,3-5=32 Concentrated Loads(Ib) Vert:7=-288(B)12=-288(B)13=-288(B)14=-288(8)15=-288(B)16=-288(B)17=-288(B)18=-288(8)19=-288(B) 27)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 a.VnanUUU VI yaywA v I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 rev.10Po3/2015 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,eredion and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety lnfometion available from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 27 Willow Brook K5821839 B1901024 Y03 COMMON GIRDER 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Fri Mar 8 07:09:05 2019 Page 4 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-GEVxFJ?WyzMX7uCk_LDx3jKYeIHyHsKW7AfJP2zd1 Bi LOAD CASE(S) Uniform Loads(plf) Vert:1-3=36,3-5=17,1-5=-12 Horz:1-3=-45,3-5=25 Concentrated Loads(lb) Vert:7=-296(B)12=-296(B)13=-296(B)14=-296(B)15=-296(B)16=-296(B)17=-296(B)18=-296(B)19=-296(B) 28)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=17,3-5=36,1-5=-12 Horz:1-3=-25,3-5=45 Concentrated Loads(Ib) Vert:7=-296(B)12=-296(B)13=-296(B)14=-296(B)15=-296(B)16=-296(B)17=-296(B)18=-296(B)19=-296(B) 29)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-3=23,3-5=11,1-5=-12 Horz:1-3=-31,3-5=20 Concentrated Loads(Ib) Vert:7=-296(B)12=-296(B)13=-296(B)14=-296(B)15=-296(B)16=-296(B)17=-296(B)18=-296(B)19=-296(B) 30)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=11,3-5=23,1-5=-12 Horz:1-3=-20,3-5=31 Concentrated Loads(Ib) Vert:7=-296(B)12=-296(B)13=-296(B)14=-296(B)15=-296(B)16=-296(B)17=-296(B)18=-296(B)19=-296(B) 31)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=18,3-5=-1,1-5=-20 Horz:1-3=-32,3-5=13 Concentrated Loads(Ib) Vert:7=-288(B)12=-288(B)13=-288(B)14=-288(B)15=-288(B)16=-288(B)17=-288(B)18=-288(B)19=-288(B) 32)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-1,3-5=18,1-5=-20 Horz:1-3=-13,3-5=32 Concentrated Loads(lb) Vert:7=-288(B)12=-288(B)13=-288(B)14=-288(B)15=-288(B)16=-288(B)17=-288(B)18=-288(B)19=-288(B) 33)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,3-5=-38,1-5=-20 Horz:1-3=-24,3-5=13 Concentrated Loads(Ib) Veit:7=-552(B)12=-552(B)13=-552(B)14=-552(B)15=-552(B)16=-552(B)17=-552(B)18=-552(B)19=-552(B) 34)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate increase=1.60 Uniform Loads(plf) Vert:1-3=-38,3-5=-28,1-5=-20 Horz:1-3=-13,3-5=24 Concentrated Loads(Ib) Vert:7=-552(B)12=-552(B)13=-552(B)14=-552(B)15=-552(B)16=-552(B)17=-552(B)18=-552(B)19=-552(B) 35)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,3-5=-42,1-5=-20 Horz:1-3=-24,3-5=9 Concentrated Loads(Ib) Vert:7=-552(B)12=-552(B)13=-552(B)14=-552(B)15=-552(B)16=-552(B)17=-552(B)18=-552(B)19=-552(B) 36)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-42,3-5=-28,1-5=-20 Horz:1-3=-9,3-5=24 Concentrated Loads(Ib) Vert:7=-552(B)12--552(B)13=-552(B)14--552(B)15=-5,12(B)10--J32(B)17--.1-2(B)18--5a2(B)19--552(B) � 1 pat A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 budding 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 `s 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 Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 82880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 V Center plate on joint unless x,y dimensions shown in ft-in-sixteenths Failure to FoilOyl/Could Cause Property 9 offsets are indicated. I 6-4-8 I (Drawings not to scale) Damage or Personal Injury rj♦� Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 2 3 1. Additional stability btacing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracinn,is always required. See BCSI. 0'�16�� 2. Truss bracing must;e designed by an engineer.For 111.3 E M 1 I I I I I I il I El M I I MI ILNI 1 Illl ra wide trussspacing, dividual lateral braces themselves0mayrequirebracing]noralternativeTorI_ O .. 0bracingshouldbedesign l ed.I_� O O 3. Never exceed the dysign loading shown and never stack materials on ieradequately braced trusses. I— p 4. Provide copies of this truss design to the building c�-e cea cs8 9 sepervisor,property owner and For 4 x 2 orientation,locate H designer,erection plates 0- 1/16"from outside BOTTOM CHORDS all other interested plates. edge of truss. 8 7 6 5 5. Cut members to bean tightly against each other. 6. Place plates on eac$face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed full Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regul d by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trueses will be suitably y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIfTPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwiseoted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly need,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of trust}fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead loal deflection. the length parallel to slots. 11.Plate type,size,orieptation 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,equalito or better than that lie Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be reamed 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 section 6.3 These truss desi ns rel on lumber values 14.Bottom chords requ' lateral bracing at 10 ft.spacing, BEARING g y or less,if no ceiling installed,unless otherwise noted. established by others. 15.Connections not shoym are the responsibility of others. 1 Indicates location where bearings (supports)occur. Icons vary but ©2012 16.Do not cut or alter brit member or plate without prior 2012 MiTek®All Rights Reserved approval of an engirtler. lik1=10 reaction section indicates joint number where bearings occur. 17.Install and load vertidally unless indicated otherwise. Min size shown is for crushing only. NMI 111111 MAIl0 18.Use of green or treated lumber may pose unacceptable r._ environmental,heall$or performance risks.Consult with Industry Standards: project engineer be use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions d this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, 1v'I iTe Ie 20.Design assumes malufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Ctiteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 1