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Plans (79) :Job ;Truss :Truss Type -'qty ;Ply David Weekley SB13-7894A K6341350 1811980 1A01 :GABLE 12 1 1 • Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:56:54 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-gcQcp3Y21 Tq I BdGIr3d9GvvK38H nelopDX1swpz?jxd -1-0-0 18-0-0 36-0-0 37-0-0 1-0-0' 18-0-0 18-0-0 1-0-0' Scale=1:63.1 5x6 ._ 17 18 Sheet Front Full Sheathing 18 'r{ ,�., 1 Ply 7/16'.4x9 OSB /' 19 8116 :/,' �, r;?l'x> 20 62 14 ..,/:;j:4,"-� .i r r 3x8 13 ; /;�, {r ;�/ x 21 • • 12 i� A,rl °sr 22 3x6 • 10 11 .may�� ,/ / r x�// 23 .. 6.00 12 z y r":: : / xr, 9 ri r ,' r , 24 25 8 4 /j/ / / /r� r r 26 01 ���x /� x x /r X 27" �� > y, r� r ri�i -' � / / �r 28g / x/ t / 29 0/ J / V / / F�/ • 63 3x43x4 '24 6j / X %r�T ,� r ' i 30 3 r 0/'/:•44':',/,•;• i r i 31 ah, r - �� -. ' , X '- 4` e.c #-;6•, .1 f - Tz ":,',,iti, -,-.r-#,32 33-b ..6 ...., i 6 3x6 11 3x6 11 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 3x6 -_ 36-0-0 _- - 36-0-0 -- - -.--. __-..- ---- Plate Offsets(X,Y)-- [2:0-4-0,Edge],[32:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 1 CSI. 1 DEFL. in (loc) 1/defl L/d i PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.08 1 Vert(LL) 0.00 32 n/r 90 i MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 32 n/r 120 TCDL 10.0 ert( ) BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.01 32 n/a n/a • BCDL 7.01 Code IBC2015/TPI2014 1 Matrix-RH Weight:470 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 17-47,16-48,18-46 SLIDER Left 2x4 DF Std-G 1-6-6,Right 2x4 DF Std-G 1-6-6 REACTIONS. All bearings 36-0-0. (lb)- Max Horz 2=135(LC 12) , Max Uplift All uplift 100 lb or less at joint(s)2,48,49,50,51,52,53,54,55,56,57,58,59,46,44,43, 42,41,40,39,38,37,36,35,34 Max Gray All reactions 250 lb or less at joint(s)2,47,48,49,50,51,52,53,54,55,56,57,58,59,46, 44,43,42,41,40,39,38,37,36,35,34,32 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=-91/282,17-18=-91/282 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.Opsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-7-3,Exterior(2)2-7-3 to 14-4-13,Corner(3)14-4-13 to 21-7-3, Exterior(2)21-7-3 to 33-4-13,Comer(3)33-4-13 to 37-0-0 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. ci1.[j P R 0p 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ,`�t` Fss 4)Unbalanced snow loads have been considered for this design. �Cj �NGI NEER Z(2 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Zi., 6)All plates are 2x4 MT20 unless otherwise indicated. 4 89200PE 7)Gable requires continuous bottom chord bearing. . 8)Gable studs spaced at 1-4-0 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 r1 "��� . will fit between the bottom chord and any other members. y OREGONC, 11)A plate rating reduction of 20%has been applied for the green lumber members. L- Zj 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,48,49,50,51, ,b -Ty 1 4 2Q` 4- 52,53,54,55,56,57,58,59,46,44,43,42,41,40,39,38,37,36,35,34. 11 -R R It-A- EXPIRES: EXPIRES: 12-31-2019 July 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTele 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 i 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Corona,CA 92880 ;Job Truss Truss Type Qty Ply David Weekley SB13-7894A . t- K6341351 1811980 1A02 !COMMON 13 1 ;Job Reference(optional) '; ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:56:55 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-8p_1 PZgony9pnryOm80p7SQCYVONg7ySB2PSGz?jxc -1-0-0 6-0-0 12-0-0 18-0-0 24-0-0 30-0-0 36-0-0 37-0-0 1-0-0 6-0-0 6-0-0 6-0-0 6-0-0 6-0-0 6.0-0 1-0-0' Scale=1:659 5x6 7 28 . /:�' 29 3x4 3x4 30 3x6 v 6 27 8 3x6 6.00,12 i ayh. , 2x4 2x4 4 10 3x4 3 -28 31 3x4 11 • • 2 / .7.i4,1::-...., 1213 :b 17 32 33 16 15 34 35 14 — 3x4 = 3x8 = 3x6 = 304 = 5x6 "'; 5x6 11 • 9-0-0• _ 18-0-0 27-0-0 36-0-0 9-0-0 9-0-0 9-0-0 9-0-0 LOADING (psf) • SPACING- 2-0-0 I CSI. 1 DEFL. in (loc) I/deft L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.44 I Vert(LL) -0.23 14-16 >999 240 I MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) 0.51 16-17 >843 180 TCDL 10.0 • BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.13 12 n/a n/a • BCDL 7,0 Code IBC2015/TP12014 Matrix-AS Weight:181 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-16,6-16 SLIDER Left 2x4 DF Std-G 2-0-0,Right 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 2=1582/0-5-8,12=1582/0-5-8 Max Hors 2=135(LC 12) Max Uplift 2=-161(LC 12),12=-161(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-2615/294,4-6=-2399/299,6-7=-1756/296,7-8=-1756/296,8-10=-2399/299, 10-12=-2615/294 BOT CHORD 2-17=-294/2264,16-17=-177/1929,14-16=-99/1929,12-14=-164/2264 WEBS 7-16=-118/1095,8-16=-771/204,8-14=-37/376,10-14=-280/149,6-16=-771/203, 6-17=-37/376,4-17=-280/148 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-7-3,Interior(1)2-7-3 to 14-4-13,Exterior(2)14-4-13 to 21-7-3, Interior(1)21-7-3 to 33-4-13,Exterior(2)33-4-13 to 37-0-0 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 II;Exp B;Fully Exp.;Ct=1.10 c1G``D 3)Unbalanced snow loads have been considered for this design. ` P R OFA s 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 �. s non-concurrent with other live loads. �Co �NG`INE ,9 /O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 2 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 '9 will fit between the bottom chord and any other members,with BCDL=7.Opsf. K- 89200P 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) ` � • 2=161,12=161. . 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum CI sheetrock be applied directly to the bottom chord. 72_ 2l OREGON , �!(/ � 'o �r14, 20 P+ MER R 10-0 EXPIRES: 12-31-2019 July 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK 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 en 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 M?ek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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. 1 Corona,CA 92880 :Job ',Truss ;Truss Type ;Qty ;Ply :David Weekley SB13-7894A 1K6341352 1811980 1A03 'ROOF SPECIAL 114 . 1 • Job Reference(optional) . •• ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:56:57 2019 Page 1 ID:Av2ugJDXYaN_pliXYOSRUfyNYOu-4B51S5axKODt25?KWBAsuYXIPM8?rXvFwUX W W8z?jxa -1-0-0 25-8 6-0-0 : 12-0-0 . 14-4-0 : 18-0-0 24-0-0 30-0-0 36-0-0 3.7-0-0 1-0-0' 2-5-8 3-6-8 6-0-0 24-0 3-8-0 6-0-0 6-0-0 6-0-0 1-0-0' Scale=1:66.4 5x8 =- 9 • • 2x4T / 32 3x4 8 //; 3x4 „„....S..---- 33 3x6 731 /� 10 • • '� // �F 3x8 • 8.00112 6` j \ � 11 4x4 // �� % 2x4 1" v, g�.----:---'-- // ✓ /� AA\ // �� 12 • 2x4 ii -_ /j \\ // / 2'�:, a 3x6 4 ---1:---2 �/ VA 34 3x4 �� g %;/j {j VA 13 1 2 i .,. •_,..'[ \ _ 7Y, 141 / 5 01 - r _.._._..._. ..- --- - ''-_- o. 5x10 21 19 18 35 36 17 16 --` 3x4 = 8x8 = 4x8 = 3x6 = 5x6 11 6x8 2x4 H 3x4 sr 3.63 112 2-5-8 9-0-3 14-4-0 18-0-0 27-0-0 36-0-0 • 2-5-8 6-6-11 5-3-13 3-8-0 - 9-0-0 9-0-0 Plate Offsets(X,Y)-- J2:0-0-12,0-4-3]19:0-3-8,0-1-8] [18:0-4-0,0-1-4[20:0-2-8,0-3-8],[22:0-4-12,0-3-8] —_ — LOADING (psf) SPACING- 2-0-0 1 CSI. 1 DEFL. in (loc) I/defl L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.46 1 Vert(LL) -0.25 16-18 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.58 16-18 >739 180 TCDL 10.0 Rep Stress Incr YES 1 WB 0.59 Horz(CT) 0.22 14 n/a n/a • BCDL 0.0 • • Code IBC2015/TPI2014 i Matrix-ASWeight:210 lb FT=10% BCDL 7.0 • LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied. 8-19:2x4 DF Std G WEBS 1 Row at midpt 10-18 WEBS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-0-0,Right 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 2=1582/0-5-8,14=1582/0-5-8 Max Horz 2=135(LC 12) Max Uplift 2=-160(LC 12),14=-160(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-3813/426,4-5=-3498/443,5-7=-2759/321,7-8=-2149/319,8-9=-2105/362, 9-10=-1758/298,10-12=-2400/298,12-14=-2615/293 BOT CHORD 2-22=-464/3287,21-22=-368/2804,20-21=-190/2119,8-20=-269/57,16-18=99/1929, 14-16=-164/2264 WEBS 4-22=-1/495,5-22=-107/428,5-21=-564/188,7-21=-79/561,7-20=-654/179, 18-20=-8/1343,9-20=216/1183,9-18=103/484,10-18=-770/202,10-16=-35/384, 12-16=-277/149 NOTES- 1)Wind:ASCE 7-10;VuIt=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-7-4,Interior(1)2-7-4 to 14-4-13,Exterior(2)14-4-13 to 21-7-3, Rip P R AFF tS Interior(1)21-7-3 to 33-4-13,Exterior(2)33-4-13 to 37-0-0 zone;cantilever left and right exposed;end vertical left and right s exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 \Cj NAG'N EF /, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 C? R ?' 3)Unbalanced snow loads have been considered for this design. kf -)". 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 89200F E non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, iiiir - 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - � - will fit between the bottom chord and any other members,with BCDL=7.Opsf. 4 7)A plate rating reduction of 20%has been applied for the green lumber members. 17 OREGON <(/ 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify L� �/� 9�� capacity of bearing surface. Y 144 2.0\ V v j" 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=160,14=160. R R 1I-N- 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPI RES: 12-31-2019 July 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent 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 1 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 :Job ;Truss 7Truss Type ;Qty ;Ply :David Weekley SB13-7894A K6341353 1811980 A04 ROOF SPECIAL 111 • • 'Job Reference(optional)__ ProBuild West, Beaverton,OR-97005, 8 240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:56:58 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-YOf7fQbZ4iLkgFaX4uh5R14w91UDa_8088G33az?jxZ --00_0 2-5-8 6-0-0 12-0-0 : 14-4-0 18-0-0 ; 24-0-0 30-0-0 36-0-0 1-0-0' 2-5-8 3-6-8 6-0-0 2-4-0 ' 3-8-0 6-0-0 6-0-0 6-0-0 ' Scale=1:66.8 5x8 = 9 • • 2x4 ''/-,17--1-1---2:1-:-,.... %i:--�- _;"/,;// // J^...:- 3x4 • 3x4 % 8 /. 31 32 • 3x6 7 30 /h -� 10 3x6 ; '• -- ��/ rf.�- 11 • aaq 6.00 112 6 '-��\V /� aI 4x4 V �� 2x4 5 -- A •i 12 • 2x4 ,.,,---",-,--,7,.:;',.. \\ �� ; 3x6 _ �jj // A\\ i j,% 33 3x4 - -...-.-...-....---..-.._....._—. .. 4 0-v 21 5x10 = 20 18 17 34 35 16 15 `—" 3x4 -= 8x8 4x8 = 3x6 = 4x8 = 8x82x4 H 3x4 = 3.63 112 2-5-8 -.--_ 9-0-3 -.-.. ...-. 14.-4-0 __--_- 18-0-0 -.. 27-0-0 36-0-0 , 2-5-8 6-6-11 5-3-13 3-8-0 ' 9-0-0 9-0-0 ' Plate Offsets(X,Y)-- [2:0-0-12,0-4-3],[9:0-3-8,0-1-8],[14:0-0-0,0-1-15],[17 0-4-0,0-1-8],[19:0-2-8,0-3-8],[21:0-4-12,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) 1/defl L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.46 I Vert(LL) -0.25 15-17 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.58 15-17 >742 180 TCDL 10.0 Rep Stress Incr YES 1 WB 0.59 Horz(CT) 0.22 14 n/a n/a BCDL 7.0 Code IBC2015/TPI2014 Matrix-AS I Weight:208 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied. 8-18:2x4 DF Std G WEBS 1 Row at midpt 10-17 WEBS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-0-0,Right 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 14=1511/0-5-8,2=1583/0-5-8 Max Horz 2=142(LC 12) Max Uplift 14=-144(LC 13),2=-160(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-3816/431,4-5=-3501/448,5-7=-2761/330,7-8=-2152/325,8-9=-2107/369, 9-10=-1760/302,10-12=-2408/311,12-14=-2625/310 BOT CHORD 2-21=-476/3289,20-21=-377/2806,19-20=-198/2121,8-19=263/57,15-17=130/1933, 14-15=-206/2274 WEBS 4-21=-2/496,5-21=-110/428,5-20=-564/189,7-20=-79/561,7-19=-647/179, 17-19=-14/1344,9-19=-217/1168,9-17=-101/485,10-17=-773/202,10-15=-37/386, 12-15=-283/150 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; R MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-7-4,Interior(1)2-7-4 to 14-4-13,Exterior(2)14-4-13 to 21-7-3, ��V PR QFF Interior(1)21-7-3 to 32-4-13,Exterior(2)32-4-13 to 36-0-0 zone;cantilever left and right exposed;end vertical left and right ((, s exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �Gj NGINEF�9 61/ 57T--.�� 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. 89200PE <' 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-concurrentis trusshaswn other live loads. idp/�� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. Cil � 7)A plate rating reduction of 20%has been applied for the green lumber members. A-OREGON �/ 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify L• " 'l y �� capacity of bearing surface. Q +9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) o M 14, ()Q' 14=144,2=160. �R R 11..k- 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPIRES: 12-31-2019 July 3,2019 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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 1 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 1 Corona,CA 92880 Job lTruss lTruss Type Qty IRly David Weekley 5613 7894A • K6341354 1811980 lA05 ICOMMON 9 1 • • Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 315:56:59 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-1 aDVsmcBrOTbH P9jdcCKzzd3T9tOJTDYNoOdb1 z?jxY 1-0-0t 6-0-0 12-0-0 18-0-0 24-0-0 30-0-0 35-8-14 i.1-0.0 6-0-0 6-0-0 6-0-0 --... 6-0-0 _.._. 6-0-0 _--_. ---...5-8-14 Scale:3/16"=1' 5x6 7 2728 3x4 =a . 3x4 a' 29 3x6 6 2 ti • • 3x6 • 5 / 9 q /6.00 12 / • ._.. ii 2x4�j �- /q �/ 10 // 30 3X6 3x4 25�� 11 3 // 2 q1 / 12.m i ch a : 16 31 32 15 14 33 34 13 3x4 =7 3x8 — 3x6 = 3x4 = 5x8 i i 5x6 i'. 9 0 018-0-0 27-0-0 35-8-14 9-0-0 -9 OA-- - -------9-0-0 - --... _ 8-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.61 1 Vert(LL) -0.24 13-15 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.55 13-15 >781 180 TCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.15 12 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 1 Matrix-AS 1 Weight:178 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-15,6-15 SLIDER Left 2x4 DF Std-G 2-0-0,Right 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 12=1500/Mechanical,2=1572/0-5-8 Max Horz 2=145(LC 12) Max Uplift 12=-142(LC 13),2=-160(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-2594/295,4-6=-2378/300,6-7=-1735/297,7-8=-1736/297,8-10=-2302/304, 10-12=-2514/301 BOT CHORD 2-16=-303/2246,15-16=-185/1910,13-15=-128/1891,12-13=-199/2159 WEBS 7-15=-119/1080,8-15=-745/201,8-13=-31/333,6-15=-759/203,6-16=-37/376, 4-16=-281/148 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-6-14,Interior(1)2-6-14 to 14-5-2,Exterior(2)14-5-2 to 21-6-14, Interior(1)21-6-14 to 32-2-0,Exterior(2)32-2-0 to 35-8-14 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)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 t� 3)Unbalanced snow loads have been considered for this design. �V[} P R Or S 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 <(, tr non-concurrent with other live loads. �Gj cNG�NEF9 "o 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C? ?i 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 �/ 9 will fit between the bottom chord and any other members,with BCDL=7.Opsf. 89200PE T 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ••• W41111, ...._,Z...--, �(J 12=142,2=160. 10 ,Z. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsumy 47C..OREGON /.0sheetrock be applied directly to the bottom chord. 4- 2P\ . A. <O4k14, MFRRi0- EXPIRES: 12-31-2019 July 3,2019 • ®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 • y� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' 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 i 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. i Corona,CA 92880 Job 1Truss ITruss Type Qty Ply 1David Weekley SB13-7894A ` K6341355 1811980 1A06 :COMMON 11 1 Job Reference�optional� ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:00 2019 Page 1 ID:Av2ugJOXYaN pIiXYOSRUfyNYOu-Vmnt46cpcJbSvYkvBJjZWA9HwZDB2wLhcSIA7Tz?jxX -1-0-0 6-0-0 12-0-0 18-0-0 24-0-0 30-0-0 36-0-0 1-0-0' 6-0-0 6-0-0 6-0-0 6-0-0 6-0-0 6-0-0 Scale:3/16"=1' 5x6 7 • La;.... • 27 28 3x4 3x4 29 3x6 6 ?- i 8 3x6 -'> • 1 9 d • 6.00 X12 5 7� ' 2x4 „---,1„--' ! 2x4 �. 4 i 10 • y 30 3x4 • 3x4 25 3 / 11 2 ',Cv\ / / Ira 31 _ ., 12=o 16 31 3215 14 33 34 13 "-' 3x4 = 3x8 = 3x6 = 3x4 = 5x6 11 5x8 9-0-0 . 18-0-0 27-0-0 36-0-0 _ 9-0-0 —9-0-0 9-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 1 CSI. i DEFL. in (loc) 1/deft L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.23 15-16 >999 240 I MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.51 15-16 >843 180 TCLL 10.0 Rep Stress Incr YES I WB 0.48 I Horz(CT) 0.13 12 n/a n/a BCDL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:179 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-15,6-15 SLIDER Left 2x4 DF Std-G 2-0-0,Right 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 12=1511/0-5-8,2=1583/0-5-8 Max Hors 2=142(LC 12) Max Uplift 12=-144(LC 13),2=-161(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.;All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-2617/298,4-6=-2401/302,6-7=-1758/300,7-8=-1758/300,8-10=-2406/312, 10-12=-2624/311 BOT CHORD 2-16=-301/2265,15-16=-184/1931,13-15=-129/1932,12-13=-206/2274 WEBS 7-15=-120/1096,8-15=-774/204,8-13=-38/378,10-13=-286/150,6-15=-761/203, 6-16=-37/376,4-16=-280/148 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.Opsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-7-3,Interior(1)2-7-3 to 14-4-13,Exterior(2)14-4-13 to 21-7-3, Interior(1)21-7-3 to 32-4-13,Exterior(2)32-4-13 to 36-0-0 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 t1C PRO2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ,\ ``1” Fe s 3)Unbalanced snow loads have been considered for this design. Q P n v 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 ((' s non-concurrent with other live loads. �Co C.NGINE.F9 /'Q 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .i. 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 "/ -9 will fit between the bottom chord and any other members,with BCDL=7.Opsf. 4 89200PE 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) ....._ ,. 12=144,2=161. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum + (t sheetrock be applied directly to the bottom chord. 74- OREGON /O '1Y14, 29 l - ' RR1l-\-. EXPIRES: 12-31-2019 July 3,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke,connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M/lek• 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 SCSI Building Component I 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. i Corona,CA 92880 Job ;Truss :Truss Type ;Qty Ply ,David Weekley SB13-7894A • K6341356 '', ;1811980 B01 GABLE 1 1 _.._...._.._ ; :Job Reference(optional)_- ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:02 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-R9veVoe3SwrA8stIJkm 1 bbFi2N0fWvo_3m EHCMz?jxV -:1-0-0 18-0-0 36-0-0 1-0-0' 18-0-0 18-0-0 Scale=1:62.6 5x6 = 17 18 Sheet Front • • Full Sheathing 1 Ply 7/16"4x9 OSB 601/-,' � 'B''- 19 20 61 14 3x8 11 12 1 !- ,✓ j 21 22 3x8 • • .yi * ✓ /` 2324 • • ci 6.00 12 9 i x ' 25 df 8 i 4 '/ f .✓i b, r nr y 26 di, .'�" / f / ✓ / ,� • 8 28 • 5 ,'�' ���� i✓✓rig / i .,A" 29 62 • • • 3x4 i4 59 F '`� z '��/y'✓ ✓, j��/✓l2 - - 30 3 r "* ✓` r , i /�, ✓ 3x6 11 / / 31 3x8 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 3x6 36-0-0 36-0-0 Plate OffsetW-_ 120-4-0,Edgej LOADING (psf) SPACING- 2-0-0 1 CSI. 1 DEFL. in (loc) Vdefl L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.08 I Vert(LL) 0.00 1 n/r 90 i MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES I WB 0.17 1 Horz(CT) -0.00 32 n/a n/a BOL BCDL 0.0 Code IBC2015/TPI2014 1 Matrix-RH I Weight:466 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G 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 WEBS 1 Row at midpt 17-46,16-47,18-45 SLIDER Left 2x4 DF Std-G 1-6-6 REACTIONS. All bearings 36-0-0. (Ib)- Max Horz 2=138(LC 12) Max Uplift All uplift 100 lb or less at joint(s)32,2,47,48,49,50,51,52,53,54,55,56,57,58,45,43, 42,41,40,39,38,37,36,35,34,33 Max Gray All reactions 250 lb or less at joint(s)32,2,47,48,49,50,51,52,53,54,55,56,57,58,45, 43,42,41,40,39,38,37,36,35,34,33 except 46=259(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-12=-86/266,12-13=-951293,13-14=-105/319,14-15=-114/351,15-16=-126/399, 16-17=-132/432,17-18=-132/432,18-19=-126/399,19-20=114/351,20-21=-105/319, 21-22=-95/293,22-24=-86/266 WEBS 17-46=-310/70 NOTES- 1)Wind:ASCE 7-10;VuIt=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-7-3,Exterior(2)2-7-3 to 14-4-13,Corner(3)14-4-13 to 21-7-3, tQ�[� PR Qf . Exterior(2)21-7-3 to 32-3-0,Corner(3)32-3-0 to 35-10-4 zone;cantilever left and right exposed;end vertical left and right 4 c s exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �5D 0,GINE'F9 t'/, 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 I, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4/ -7 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4t. ,...em;9200P r 4)Unbalanced snow loads have been considered for this design. 1001 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ' non-concurrent with other live loads. -'( .• AilliP 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. -9 OREGON ((, AZ 8)Gable studs spaced at 1-4-0 oc. G dJ N� 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /O 4), 14 r 2$ Ai` 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 M R will fit between the bottom chord and any other members. FR R I l-\` 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)32,2,47,48,49, EXPIRES: 12-31-2019 50,51,52,53,54,55,56,57,58,45,43,42,41,40,39,38,37,36,35,34,33. July 3,2019 • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEI(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 1 '.. 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 1MiTek" ek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component i 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. 1 Corona,CA 92880 'Job ;Truss 1Truss Type 1Qty !Ply ;David Weekley SB13-7894A K6341357 ; :1811980 602 Common 19 1 • _- - _._. _.. .-._— i , ;Job Reference joptlonal)-,-- • ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:04 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-NYOOwUfKgY5t0A1gQ9oVg0KxmAa5 k2HX4jOGEz?jxT -1-0-0 6-0-0 12-0-0 18-0-0 24-0-0 30-0-0 _ 36-0-0 1-0-0: 6-0-0 6-0-0 6-0-0 6-0-0 I 6-0-0 6-0-0 Scale:3/16"=1' 5x6 = 7 • • 18 19 20 ii • • 3x8 G 6 17 8 3x8 C i k 5 6.00 12 /�.i / ' 2x4 �� 2x4 4 / � / /� 3 / 21 11 /j Z.I.! \ 2 -� ., .../. 12 4x8 = 16 22 23 15 14 24 25 13 4x8 = 3x8 -- 3x6 9-0-0 18-0-0 27-0-0 ; 36-0-0 : 9-0-0 9-0-0 9-0-0 9-0-0 ' Plate Offsets(X,Y)-- [2:0-0-0,0-2-3],[12:0-0-0,0-2-3] LOADING (psf) SPACING- 2-0-0 I CSI. I DEFL. in (loc) 1/defl Lid I PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.58 1 Vert(LL) -0.21 15-16 >999 • 240 I MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.47 15-16 >923 180 TCDL 10.0 • f • Rep Stress Incr YES WB 0.50 Horz(CT) 0.13 12 n/a n/a • BCLL 0.0 * ' Code IBC2015/TP12014 I Matrix-RHWei ht:183 lb FT=10% BCDL 7.0 g LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-15,6-15 SLIDER Left 2x4 DF Std-G 3-3-8,Right 2x4 DF Std-G 3-3-8 REACTIONS. (lb/size) 12=1511/Mechanical,2=1583/0-5-8 Max Horz 2=137(LC 12) Max Uplift 12=-144(LC 13),2=-161(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-2667/300,4-6=-2412/305,6-7=-1752/295,7-8=-1752/295,8-10=-2417/313, 10-12=-2676/311 BOT CHORD 2-16=-295/2263,15-16=-179/1939,13-15=-120/1941,12-13=-194/2271 WEBS 7-15=-143/1139,8-15=-814/213,8-13=-37/383,10-13=-266/149,6-15=-801/212, 6-16=-35/382,4-16=-261/147 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-7-3,Interior(1)2-7-3 to 14-4-13,Exterior(2)14-4-13 to 21-7-3, Interior(1)21-7-3 to 32-4-13,Exterior(2)32-4-13 to 36-0-0 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 II;Exp B;Fully Exp.;Ct=1.10 ��elv PRo, . 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 ,, !NGINE , QO2 non-concurrent with other live loads. v 5)All plates are 3x4 MT20 unless otherwise indicated. 4V '9 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200 P E r 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' / will fit between the bottom chord and any other members,with BCDL=7.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 41111P- 1111-2H 9)Refer to girder(s)for truss to truss connections. Cs 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) OREGON �(/� 12=144,2=161. 7L- Zj �b' <O q y 14, 2PP-j- RF110-R) EXPIRES: 12-31-2019 July 3,2019 • ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-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 j building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek° • is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 1 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. I Corona,CA 92880 :Job Truss ;Truss Type ;Qty ;Ply ;David Weekley SB13-7894A K6341358 '1811980 IC01 :GABLE 11 I 1 Job Reference.(optional)_ • ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:05 2019 Page 1 I D:Av2ugJ DXYa N_pIiXYOS RUfy NYOu-rkam 7ggyRrDk?Kct_sJ kD EtDj a2Gj H DQ IkTxpgz?jxS 1-0-0, 9-8-0 19-4-0 20-4-0, '1-0-0' 9-8-0 9-8-0 '1-0-0' 4x4 = Scale=1:45.7 9 Sheet Front Full Sheathing 10 • 1 Ply 7/16"4x9 OSB 8 i i • { J' 11 8.00:12 7 /Y ' , ' x 8 � � /// 1 2 • �/ / / ems • u? 5 j�� x 13 M .,,, r ;2 r • 4�' � 14• 4 ,/,'1'..›., : 3 / /; �' ' ���� 15 2 /j di .ryr r.-;=p�4,! < -r te..._ r.'. ,.; . :.,<,Z,e% .,. .;l< � _ ,6:&C,. .. ,,,,,:..,,,,i id 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x8 1 3x8 19-4-0 19-4-0 LOADING (psf) SPACING- 2-0-0 I CSI. 1 DEFL. in (loc) I/deft Lid I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 16 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 16 n/r 120 • TCLL 10.0 Rep Stress Incr YES 1 WB 0.12 1 Horz(CT) 0.00 18 n/a n/a BCDL 0.0 Code IBC2015/TP12014 : Matrix-R Weight:211 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G 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 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 19-4-0. (Ib)- Max Horz 32=-169(LC 8) Max Uplift All uplift 100 lb or less at joint(s)32,18,26,27,28,29,30,31,24,23,22,21,20,19 Max Gray All reactions 250 lb or less at joint(s)32,18,25,26,27,28,29,30,31,24,23,22,21,20,19 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 6-8-0,Comer(3)6-8-0 to 12-8-0, Exterior(2)12-8-0 to 17-4-0,Comer(3)17-4-0 to 20-4-0 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;Exp B;Fully Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Gnnttn [� 5)All plates are 2x4 MT20 unless otherwise indicated. '` ov PRO,. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). SCO !NGi NE.6,„ /O 8)Gable studs spaced at 1-4-0 oc. �r v ,7 /fj 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide K' 89200 P E r will fit between the bottom chord and any other members. EfiliVol11)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)32,18,26,27, • • 28,29,30,31,24,23,22,21,20,19. 71_ OREGON�� .c, <O -9y 14, 2° 4 - il,r RRIL\- EXPIRES: 12-31-2019 July 3,2019 ®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 I MiTele e 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. r Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley SB13-7894A K6341359 1811980 CO2 COMMON GIRDER 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:06 2019 Page 1 ID:Av2ugJ DXYaN_pIiXYOSRUfyNYOu-Jw88K9haC9LbdTB3Yagzm RPIG_E USXJa_OCVL7z?jxR 5-3-4 9-8-0 15-3-4 19-4-0 5-3-4 4-4-12 5-7-4 4-0-12 5x8 II Scale=1:46.5 3 1 • 8.00 12 ........................... . . • 5x10 2 i i 5x10 u 3x4 A � . Ilil 4 rt 3x4 354 \ j � / �� 3x4 • / Q1. 77- i /� h o+ , -6 •- 9 10 8 11 7 12 13 6 14 :---= 8x12 ---- HUS26 HUS26 10x10 HUS26 HUS26 HUS26 8x12 HUS26 3x8 II 4x8 ''. HUS26 HUS26 HUS26 5-3-4 9-3-4 9-8-0 15-3-4 19-4-0 5-3-4 4-0-0 0-4-12 5-7-4 4-0-12 Plate Offsets(X,Y)-- [1:0-0-0,0-3-12],[2:0-1-12,0-2-4],[4:0-1-4,0-2-4],[5:Edge 0-4-0],[6:0-4-12,0-2-0],[8:0-4-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.14 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.33 6-7 >699 180 TCDL 10.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.08 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-S Weight:261 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-9 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"Except* 3-7:2x4 DF No.1&Btr G SLIDER Left 2x6 DF No.2 6-2-0,Right 2x6 DF No.2 4-8-9 REACTIONS. (lb/size) 1=7825/0-5-8,5=7272/0-5-8 Max Horz 1=116(LC 22) Max Uplift 1=-709(LC 8),5=-652(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-10171/928,2-3=-7460/730,3-4=-6970/679,4-5=-11037/1011 BOT CHORD 1-8=-750/8147,7-8=-750/8147,6-7=-761/8718,5-6=-761/8718 WEBS 4-7=-3389/387,4-6=-366/4083,2-7=-2790/323,2-8=-312/3481,3-7=-730/7545 NOTES- 1)2-ply truss to be connected together with 10d(0.120'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to n ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Qt.Q PR Ore 3)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.11;Exp B;Enclosed; .`�(,`` Ctrs MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �Gj �NGINFF9 /O 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 v * 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��/ 8g200PE 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 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. �41111109,00" 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 14111F.• 4r 1=709,5=652. � 9)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at -9 OREGON �(/-3-4 from the left end to 17-3-4 to connect truss(es)to back face of bottom chord. G 4 110)Fill all nail holes where hanger is in contact with lumber. /O '9 y 14 2° # LOAD CASE(S) Standard M�*1-.. � V[ 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) EXPIRES: 12-31-2019 Vert:1-3=-70,3-5=-70,1-5=-14 July 3,2019 s ontinuad on Dane 2 MUM A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component I 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 lQty ;Ply iDayid Weekley SB13-7894A • • K6341359 i 1811980 lCO2 ICOMMON GIRDER 11 S 21 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:06 2019 Page 2 ID:Av2ugJ DXYaN_pIiXYOSRUfyNYOu-Jw88K9haC9LbdTB3Yagzm RP IG_E USXJa_OCVL7z?jxR LOAD CASE(S) Standard Concentrated Loads(lb) Vert:6=-1497(B)7=-1497(B)8=-1497(B)9=-1497(B)10=-1497(B)11=-1497(B)12=-1497(B)13=-1497(B)14=-1497(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • • • 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 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 :Job Truss 1Truss TypeQty Ply David Weekley SB13-7894A K6341360 ',. 1811980 DO1 'GABLE 1.1 , 1 • Job Reference(optional) ' ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries.Inc. Wed Jul 3 15:57:07 2019 Page 1 ID:Av2ugJ DXYaN_pIiXYOSRUfyNYOu-o6iXYViCzTTSFdm F5H LC IfyU pOhC B8EjD2y2tZz?jxQ 4-9-8 ----. ----. 9-7-0 --. 12-9-4 12-11-0 19-2-0 20-2-0. 1-0-0' 4-9-8 4-9-8 3-2-4 0-1:-12 ---- 6-3-0 '1-0-0 4x4 Scale=1:45.7 9 • • . Sheet Front• • • Left Option 5-1-8 8 • 10 • 1 Ply 7/16"4x9 OSB , ? 8.00 12 27 7 -//,/f,: � 3x6 ry ✓ / �#/:� � ,, \ : 4 / /,/ // ,///i 'i!J' 28 //,/.,,.;r,;,,,: ;^�� ;,. a//j \ 3x4 I 2 r /� / A ,/x� .r 12 O ���1// r�� X /% / • �, 13 d 3x8 3x6 15 14 21 20 19 18 17 16 4x4 = 5-1-8 7-1-8 9-7-0 12-11-0 19-2-0 ----. 5 1-8 __. 2-0-0 ----2-5-8 ----- ___ 3-4-0 -' 6-3-0 Plate Offsets(X,Y)-- [11:0-2-12,0-1-8],[12:0-1-12,0-1-8] [17:0-0-12,0-1-8],[22:0-1-1,0-1-9],[23:0-1-1,0-1-9],[24:0-1-1,0-1-9],[25:0-1-1,0-1-9] LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/defl L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.03 14-15 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.09 14-15 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.28 1 Horz(CT) 0.01 14 n/a n/a BCLL BCDL �.p * Code IBC2015/TP12014 Matrix-RH Weight:169 lb FT=10% • LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G 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*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-17:2x6 DF No.2 JOINTS 1 Brace at Jt(s):22 OTHERS 2x4 DF Std G REACTIONS. All bearings 7-1-8 except(jt=length)14=0-5-8,16=0-3-8. (Ib)- Max Horz 21=-167(LC 8) Max Uplift All uplift 100 lb or less at joint(s)21,14,17,18,19,20 Max Gray All reactions 250 lb or less at joint(s)21,18,19,20,16 except 14=623(LC 1),17=629(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-9=-175/279,9-10=-168/288,11-12=-593/135,12-14=-588/154 BOT CHORD 16-17=-17/431,15-16=-17/431 WEBS 17-24=-606/75,23-24=-592/64,22-23=-608/47,22-25=-455/127,11-25=-538/110, 9-22=-349/119,6-17=-256/0,12-15=-21/433 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 6-7-0,Exterior(2)6-7-0 to 12-10-2, Interior(1)12-10-2 to 17-2-0,Exterior(2)17-2-0 to 20-2-0 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 ,o0 PROpe 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 .``'(, I N tss Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �Gj ! G E 6, /O 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 C? V ?i 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q� 89200PE .. non-concurrent with other live loads. 5)All platesstare 2x4 d at -4unless otherwise indicated. ��/ 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide CI 1:r will fit between the bottom chord and any other members. 9LOREGON 9)A plate rating reduction of 20%has been applied for the green lumber members. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)21,14,17,18, ���Y 14 t `L.0 19,20. ERRIIX EXPIRES: 12-31-2019 July 3,2019 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek5 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;} building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 1 250 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 'David Weekley SB13-7894A K6341361 :1811980 11302 COMMON GIRDER 1 2 . Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:08 2019 Page 1 I D:Av2ugJDXYaN_pIiXYOSR UfyNYOu-GJGvlrjgkmbJsnLSf7tRrsUaDnwmwVMsRihbP?z?jxP 5-4-12 9-7-0 14-4-8 19-2-0 5-4-12 4-2-4 4-9-8 4-9-8 5x8 Scale=1:462 4 800 112 3x8 ' / 3 � 3x8 �� 5 r:j :T!..'..... %i h /i/i 3x4 - 3x4 2 i i 6 • 1 , P d 1iII 1,,i _� 1 j4 —{,—77 I l i , I d 19 2010 21 9 22 23 8 24 25 ,- ' HUS26 3x8 '., HUS26 10x10 HUS26 HUS26 3x8 I 10x10 ll 10x10 l lHUS26 HUS26 HUS26 HUS26 HUS26 5-4-129-7-0 14-4-8 19-2-0 5-4-12 _.. 4-2-4 _ , --._. 4-9-8 _. 4-9-8 _. Plate Offsets(X,Y)-- [3:0-3-0,0-1-8],[5:0-3-0,0-1-8],[8:0-4-8,0-1-8],[10:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 1 CSI. 1 DEFL. in (loc) 1/defl Lid 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.13 8-9 >999 240 I MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.31 8-9 >753 180 TCDL 10.0 Rep Stress lncr NO WB 0.67 i Horz(CT) 0.08 7 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MRH Weight:224 lb FT=10% BCOL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-1 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*Except* 4-9:2x4 DF No.1&Btr G SLIDER Left 2x4 DF Std-G 2-0-0,Right 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 1=7609/0-5-8,7=7376/0-5-8 Max Horz 1=-135(LC 19) Max Uplift 1=-758(LC 8),7=-734(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-9490/966,3-4=-7024/763,4-5=-7030/759,5-7=-9798/996 BOT CHORD 1-10=-814/7803,9-10=-814/7803,8-9=-761/8041,7-8=-761/8041 WEBS 4-9=-774/7391,5-9=-2817/397,5-8=-287/3050,3-9=-2788/393,3-10=-290/3056 NOTES- 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Q�p PROFF 3)Wind:ASCE 7-10;Vult=l20mph(3-second gust)Vasd=95mph;TCDL=6.Opsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; `�'��``NGINFF `s�'/41 � MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 v 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �� 89200PE 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=758,7=734. "9 OREGON <(' 9)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 176'474 ZO��`�� 1-4-12 from the left end to 17-4-12 to connect truss(es)to back face of bottom chord. r 14 2A 10) Fill all nail holes where hanger is in contact with lumber. MFRRILA- V LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 EXPIRES: 12-31-2019 July 3,2019 s;nntimleil nn nane 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with MiTekSr 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 Ml lY ek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,058-89 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 lPly David Weekley SB13-7894A • K6341361 1811980 D02 1COMMON GIRDER 11 • 2 :Job Reference(optional_ ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:08 2019 Page 2 I D:Av2ugJDXYaNpI iXYOSR UfyNYOu-GJ Gvlrjgkm bJsnLSf?tRrsUa D nwmwV Ms RihbP?z?jxP LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-4=-70,4-7=-70,11-15=-14 Concentrated Loads(Ib) Vert:9=-1486(B)10=-1486(B)19=-1486(B)20=-1486(B)21=-1486(B)22=-1486(B)23=-1486(B)24=-1486(B)25=-1486(B) • • A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. • • • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall• ;T • • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml Tek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 1 Corona,CA 92880 Job 1Truss 1Truss Type Qty Ply David Weekley SB13-7894A K6341362 11811980 1E01 (GABLE 11 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 1557:09 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOS RUfyNYOu-kVgHzBjTV4jAUxweD iOgN41 tKB PKf6W0gMR9ySz?jx0 -1-0-0 6-3-0 12-6-0 13-6-0 1-0-0 6-3-0 6-3-0 1-0-0 • 4x4 = Scale=1:31A e 5 ....•_•...,,� 7 8.00!12 4 8 9 • • I • • •I 2 10 11 d • If- rl i— JI in I� d - 1 20 19 18 17 18 15 14 13 12 3x8 H 3x8 12-6-0 12-6-0 LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/deft L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.14 1 Vert(LL) 0.00 10 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.02 j Vert(CT) 0.00 10 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 12 n/a n/a BCLL 0.0 BCDL 7.0 " Code IBC2015/TPI2014 Matrix-R Weight:71 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G 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 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 12-6-0. (Ib)- Max Horz 20=-121(LC 8) Max Uplift All uplift 100 lb or less at joint(s)20,12,17,18,19,15,14,13 Max Gray All reactions 250 lb or less at joint(s)20,12,16,17,18,19,15,14,13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.Opsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 3-3-0,Comer(3)3-3-0 to 9-3-0, Exterior(2)9-3-0 to 10-3-0,Corner(3)10-3-0 to 13-6-0 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)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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. p n 5)All plates are 2x4 MT20 unless otherwise indicated. GacD f'R QPL� 6)Gable requires continuous bottom chord bearing. ``` Ctr 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ,,s, !NGINe" s'o 8)Gable studs spaced at 1-4-0 oc. V' V 1 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 89200PE 7 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. ,�I •.. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)20,12,17,18, 19,15,14,13. 7 4,OREGON�O. 441 /O qy 14 2° Q-1- MFRR IIA- EXPIRES: 12-31-2019 July 3,2019 MOM A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;} building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCS(Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 i. :Job 'Truss iTruss Type ;Qty Ply David Weekley SB13-7894A l K6341363 1811980 1F01 ,GABLE i1 I 1 i. __.----- ............. -..... Job Reference(optional)_.. ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:10 2019 Page 1 I D:Av2ugJ DXYaN_pIiXYOSRUfyNYOu-ChOfAXk5GOr165UgnQvvwHazlbglOZ09v0AiU uz?jxN -1-4-0 7-0-0 Scale=1:17.6 4 5 • Sheet Front Full Sheathing 20 • I Ply 7/16"4x9 OSB• ,,,,,7‹:';-'::::>>//• a.00tz '' / 19 18 /%j '/ >' 3x4 - / �!/ ///� (/% //://:,;1/;:';;/4,1 , /i% , 3 --":;"7/ ''/ // �/ / "''i, A'' ,41/<;-1-1.e %i; --,--7.721"Y' :',/,A ',',,,,/',////://,{7<:,::,::<>2::.'7„..3/ 'A/ // ' //2:///y/i —1.r:7::*'//:, 7///'"/„/// % '-' ) — z ,/0//1-:::-:::--;--//:-:4-i',:' ,,,,, ,e/:/,/,7//A1:://4:,-- I,``J 7 358 H 6 7-0-0 I 7-0-0 Plate Offsets(X,Y)-- [2:0-2-12,0-0-10] LOADING (psf) SPACING- 2-0-0 1 CSI. 1 DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.48 1 Vert(LL) -0.09 7-16 >915 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 1 BC 0.33 1 Vert(CT) -0.22 7-16 >365 180 TCDL 10.0 Rep Stress Incr YES 1 WB 0.00 1 Horz(CT) 0.04 2 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 1 Matrix-AS 1 Weight:47 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 7=297/Mechanical,2=385/0-3-8 Max Horz 2=98(LC 11) Max Uplift 7=-49(LC 8),2=-80(LC 8) Max Gray 7=343(LC 19),2=398(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-300/60,4-7=-265/85 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 2-9-1,Exterior(2)2-9-1 to 7-0-0 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;Exp B;Fully Exp.;Ct=1.10 ,E0 PR QFF 4)Unbalanced snow loads have been considered for this design. �� NGI NFF� ,5f 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 Cj !` v non-concurrent with other live loads. V 6)All plates are 2x4 MT20 unless otherwise indicated. �� 89200PE' f 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. • 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 • will fit between the bottom chord and any other members. .iall /.- 10)A plate rating reduction of 20%has been applied for the green lumber members. !vr • 11)Refer to girder(s)for truss to truss connections. -9 OREGON l(/¢ 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2. L1 ON 41 k 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum t r 14 t 2 A4 sheetrock be applied directly to the bottom chord. RP' MFRRII - EXPIRES: 12-31-2019 July 3,2019 A,WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Corona,CA 92880 Job 1Truss 1Truss Type ICIty ,Ply David Weekley SB13-7894A K6341364 '':1811980 ':F02 MONOPITCH 13 1 __- _--. ! Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:11 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-guxl Otlj1 hzujF30K7Q8TV68V?0_70dJ8gwGOKz?jxM -1-4-07-0-0 1-4-0 7-0-0 Scale=1:19.2 2x4 11 4 5 //^ o'" 4.00.t 13 12 3x4 • 3 2 i 0.1-B • P --1 `�d K. A 7 3x8 I I 6 2x4 it 7-0-0 7-0-0 Plate Offsets(X,Y)-- 12:0-2-12.0-0-101 LOADING (psf) SPACING- 2-0-0 1 CSI. 1 DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.48 Vert(LL) -0.09 7-10 >915 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.22 7-10 >365 180 TCDL 10.0 Rep Stress InaYES WB 0.00 Horz(CT) 0.04 2 n/a n/a I BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS I Weight:28 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 7=297/Mechanical,2=385/0-3-8 Max Horz 2=98(LC 11) Max Uplift 7=-52(LC 12),2=-80(LC 8) Max Gray 7=343(LC 19),2=398(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-300/60,4-7=-265/75 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.Opsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 4-0-0,Exterior(2)4-0-0 to 7-0-0 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 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 REp PROF: non-concurrent with other live loads. i` 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `(, NG�NEF�:0 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 Gj will fit between the bottom chord and any other members. ?j 7)A plate rating reduction of 20%has been applied for the green lumber members. a� 89200PE 9� 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)7,2. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum /.� sheetrock be applied directly to the bottom chord. Idillir•<r r yCr 4,OREGONti X14 <O A//' 14 `L� Q"I MFRR RN'0 EXPIRES: 12-31-2019 July 3,2019 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 MiTekSl 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 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job ;Truss 1Truss Type 1Qty ;Ply ,David Weekley SB13-7894A �, K6341365 1811980 F03 1MONOPITCH 15 1 . 1Job Reference(optional)... •l ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:11 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-guxl01111 hzujF30K7Q8TV6Ao?2V70dJ8gwG0Kz?jxM -1-4-0 6-0-0 1-4-0 6-0-0 Scale=1:17,3 2x4 4 5 4.00 12 ,�• j 12 • 3x4 1 N 3 • 2 ••o X 7 j M 3x6 6 2x4 6-0-0 6-0-0 --.......... Plate Offsets(X,Y)-- [2:0-2-12,0-0-10] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.33 Vert(LL) -0.05 7-10 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.23 Vert(CT) -0.11 7-10 >598 180 BCD LLTC10.00.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.02 2 n/a n/a BCDL 7.0 Code IBC2015/TP12014 I Matrix-AS Weight:25 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 7=253/Mechanical,2=344/0-3-8 Max Horz 2=86(LC 11) Max Uplift 7=-44(LC 12),2=-75(LC 8) Max Gray 7=289(LC 19),2=354(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 3-0-0,Exterior(2)3-0-0 to 6-0-0 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 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. �E PR FF 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q PRO pen *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 is will fit between the bottom chord and any other members. jGINo 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.9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2. 89200PE.. T' 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. ,• 4.1111, 4111111. ' -9L ,,OREGONNbe oto /O Ab. 14 20 Q`}' MRR10- EXPIRES: 12-31-2019 July 3,2019 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/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 1Job !Truss ,Truss Type ,Qty ,Ply !David Weekley SB13-7894A K6341366 11811980 iF04 ',GABLE 11 1 -_..._ Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:12 2019 Page 1 I D:Av2ugJDXYaN_pIiXYOS RUfyNYOu-84VQbDm Ln?51 LOeDurxN?ifLYPOksTtSMKfpYnz?jxL -1-4-0 6-0-0 1-4-0 6-0-0 Scale=1:17.3 2x4 '' 4 5 Sheet Front Full Sheathing 2x4 ii 1 Ply 7/16"4x9 OSB ' '/ r � 4.00 12 /,- '� '%!:i 2x4 ,i r-! 3x4 f"' dd //i/j, j1 %I' 3 -,-,2';/,; , '.,.,:::.‹ -1,'Il,,' ,',',,/://,,2::,-;;A:,-;;,-::,,:-K,-2::,::,::7,/ / V/../1 2 .....,...,.,,,.,.x,., . ... ,/ 'i- ",.i'l Oji ' i; y /t 1• • / i . Xi 2x4 i i 2x4 7 3x6 6 2x4 H 6-0-0 6-0-0 Plate Offsets(X,Y)-- 12:0-2-12.0-0-101 LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/deft L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.33 Vert(LL) -0.05 7-14 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 1 BC 0.23 1 Vert(CT) -0.11 7-14 >598 180 TCDL 10.0 Rep Stress lncr YES WB 0.00 1 Horz(CT) 0.02 2 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:38 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 7=253/Mechanical,2=344/0-3-8 Max Horz 2=86(LC 11) Max Uplift 7=-44(LC 12),2=-75(LC 8) Max Gray 7=289(LC 19),2=354(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 3-0-0,Exterior(2)3-0-0 to 6-0-0 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;Exp B;Fully Exp.;Ct=1.10 RE PR FF 4)Unbalanced snow loads have been considered for this design. `` p Q C 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 \5'�� N�,INFF�.0 non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. �? 4. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� 89200PE 9` 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 will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. /'' . 10) Refer to girder(s)for truss to truss connections. -ll • I� • 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum y OREGON D 4p sheetrock be applied directly to the bottom chord. L v �k <0 ly14, 20 P, MERR11.A- EXPIRES: 12-31-2019 July 3,2019 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/TPI1 quality Criteria,DSB-89 and BCSI Building Component 1 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 :Job 1Truss ;Truss Type Qty 1Ply David Weekley SB13-7894A i. K6341367 1811980 1G01 1GABLE 11 1 1 Job Reference(optional) ' ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:13 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-cG3ooZmzYJEczYDPSYScYwCaYomObwRcb_PM5Dz?jxK -1-0-0 7-0-0 1-0-0 7-0-0 Scale=1:17.8 7 8 Sheet Front ..1 Full Sheathing � i ' 1 Ply 7/16"4x9 OSB 6 _�.//'�,/��/� % 4.00 112 '. /i y'i'?y`ix;_:..;k.: 14 „ J/;'r, i /j //i j/i� ' 3x4 G 13 "?:✓ /:::::;11,:::7, :,:,:,:::::::,::,:: ::"4:,:/. 1.1 /ice i� ✓ 2 / , , / ;/; 018 . II 1 6�j / :'/ • 12 11 10 9 3x4 Plate OffsetstX,Y)-- [2:0-2-4,0-0-6] LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/defl L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.12 1 Vert(LL) -0.00 1 n/r 90 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 1 Vert(CT) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 1 Matrix-P 1 Weight:46 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G 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 SLIDER Left 2x4 DF Std-G 1-6-5 REACTIONS. All bearings 7-0-0. (Ib)- Max Horz 2=95(LC 9) Max Uplift All uplift 100 lb or less at joint(s)8,9,2,10,11,12 Max Gray All reactions 250 lb or less at joint(s)8,9,2,10,11,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 7-0-0 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;Exp B;Fully Exp.;Ct=1.10 PR 4)Unbalanced snow loads have been considered for this design. ntD f ROre 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�'C`(,`i`G,IN��.C�S/O non-concurrent with other live loads. ` 7 6)All plates are 2x4 MT20 unless otherwise indicated. V 2 7)Gable requires continuous bottom chord bearing. ,,,,_`44 8)Gable studs spaced at 1-4-0 oc. =9200P v 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 APO 11) will fit between the bottom chord and any other members. ' �- • 7' 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)8,9,2,10,11, 94. 4,OREGON 0. 15/ 12. <O � ' 14 '46\ �- MRRItA- EXPIRES: 12-31-2019 July 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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/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 92880 ;Job ,Truss ,Truss Type Qty Ply ,David Weekley SB13-7894A ', 1(6341368 1811980 1002 MONOPITCH l7 1 ----- ' _... _.... Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:14 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOSRUfyNYOu-4TdA0vnbJcMTaiob0Fzr47kfhC1 VKMNIge8wdfz?jxJ -1-0-0 7-0-0 100 • 7-0-0 Scale=1:19.2 2x4 4 5 I 4.00 112 14 I 13 -, 1 cch� 21 • 3x4 ---- 12 3 • 2 0.11-$ I 1 u1 .t 7 3x8 i 1 6 2x4 II 7-0-0 7-0-0 Plate Offsets LX,Yi-- [2:0-3_8,0-0-6].__. LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/dell L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.48 Vert(LL) -0.09 7-10 >888 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 7-10 >355 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 2 n/a n/a • BCLL 0.0 • • Code IBC2015/TP12014 1 Matrix-AS • Weight:27 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 7=301/Mechanical,2=357/0-5-8 Max Horz 2=96(LC 11) Max Uplift 7=-53(LC 12),2=-67(LC 8) Max Gray 7=344(LC 19),2=369(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-313/60,4-7=-265/77 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.Opsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-0-0,Exterior(2)4-0-0 to 7-0-0 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 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 �Ep PR OF�c 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. ((, tr 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 �5� tNGINEF9 s/0 will fit between the bottom chord and any other members. ,�1 �fi 7)A plate rating reduction of 20%has been applied for the green lumber members. _ =92OOP 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)7,2. j 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum llP sheetrock be applied directly to the bottom chord. - r' cr -7 A_OREGONt, Flo <O -9y 14, 20\ 4 ' RRil--0 EXPIRES: 12-31-2019 July 3,2019 • 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 Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI I®k' • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2t8 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 I '.Job Truss Truss Type ,Qty Ply 1David Weekley SB13-7894A K6341369 1811980 iG03 1MONOPITCH i10 • 1 .. _ ___ ___ _... Job Reference(optional) !. ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 15:57:14 2019 Page 1 I D:Av2 ugJ DXYa N_pl iXYO S R Ufy N YO u-4TdA0vnbJcMTa iob0Fzr47 kgJ C2YKM N IgeBwdfz?j xJ -1-0-0 7-0-0 • 1-0-0 • 7-0-0 Scale=120.3 2x4 l 4 5 • • • 4.00,12 i i I 1,, / d 3x4 Ai i 3 14 z ✓ , i 0-1-8 0 1 1 Fi Li 71771 Xi s 3x6 l I 2x4 l 1 012-9 7-0-0 0=2-0 6-10-0 Plate Offsets(X Y)-- [2:0-3-12,0.0-61 LOADING (psf) SPACING- 2-0-0 1 CSI. 1 DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 1 TC 0.44 1 Vert(LL) -0.07 7-12 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 1 Vert(CT) -0.18 7-12 >460 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 2 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS 1 Weight:27 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-0-0 REACTIONS. (lb/size) 7=283/Mechanical,2=375/0-3-8 Max Horz 2=96(LC 11) Max Uplift 7=-50(LC 12),2=-71(LC 8) Max Gray 7=326(LC 19),2=387(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-7=-255/74 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.Opsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-0-0,Exterior(2)4-0-0 to 7-0-0 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 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 QGA e D O�c non-concurrent with other live loads. ``` f rl C 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \�(, `G'N���10 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 5 \ -7 will fit between the bottom chord and any other members. 2 7)A plate rating reduction of 20%has been applied for the green lumber members. ,. 89200PE 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)7,2. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsumal411. •0.-• sheetrock be applied directly to the bottom chord. Cr 9‘70-711k OREGON ti 40 7O 11y14 2° P+ MRR11.k- EXPIRES: 12-31-2019 July 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekei 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 Mi Ieke 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,OSB-89 and BCSI Building Component .' 250 Klug Circle Safety Information available from Truss Plate Institute,2t8 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 !Job ,Truss 1TrussType IQty Ply IDavidWeekleySB13-7894A K6341370 ': 11811980 IG04 .GABLE :1 1 • . .,,. Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc Wed Jul 3 15:57:15 2019 Page 1 ID:Av2ugJDXYaN_pIiXYOS RUfyNYOu-ZfBYDEoD4wU KCsNoZzV4dLHw1 cSX3pzu2IuT95z?jxl -1-0-0 7-0-0 1-0-0 7-0-0 ' Scale=1:17.6 7 8 Sheet Front Full Sheathing 1 Ply 7/16"4x9 OSB 6 :--;pi. 4.00 112 i „,;;/- /i% /j ' i 14 ''! y/ ://':::// 3x4 -.53 13 ':!; % /,,;;;",/://1;',/::/"/A �� /� ,,,,,/, 'rd:.1,2:',22::;////,,;/:// /1',/,'"/ i • ;,/'' '''';';''/. ° ;' / /, ,// �1 -�/ 'i, ' / /9yy ' ';,./7/1441:4:;:',12:,:::::'::::::::, M G ,f - ' i ji �-'r % i !; 12 11 10 9 3x4 I1 • • Plate Offsets(X,Y)- 12:0-2-4.0-0-61_ LOADING (psf) SPACING- 2-0-0 1 CSI. 1 DEFL. in (loc) I/defl L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.13 1 Vert(LL) -0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES 1 WB 0.04 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 1 Matrix-P Weight:46 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G 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 SLIDER Left 2x4 DF Std-G 1-6-5 REACTIONS. All bearings 7-0-0. (Ib)- Max Hors 2=95(LC 9) Max Uplift All uplift 100 lb or less at joint(s)8,9,2,10,11,12 Max Gray All reactions 250 lb or less at joint(s)8,9,2,10,11,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.Opsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 7-0-0 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;Exp B;Fully Exp.;Ct=1.10 R� PR FF 4)Unbalanced snow loads have been considered for this design. [` p Q 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 \�'\ti N�;,INFF�:0 non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. V' ?/ 7)Gable requires continuous bottom chord bearing. n 8)Gable studs spaced at 1-4-0 oc. rw..•89200PE 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. ill1141.-s j� 11)A plate rating reduction of 20%has been applied for the green lumber members. ii 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,9,2,10,11,12. 94- OREGON k/ /O �k 14, '4° Q# MERRlIA- EXPIRES: 12-31-2019 July 3,2019 MUM i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ! I, 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 ', + 1 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/1711 Quality Criteria,DSB-89 and BCSI Building Component i 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION /_1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rte= Dimensions are in ft-in-sixteenths. irik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16" 4 wide truss spacing,individual lateral braces themselves may require bradng,or alternative Tor I �_ E bracing should be considered. ■_ 003. Never exceed the design loading shown and never migimillic! stack materials on inadequately braced trusses. Q 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate I— C7-8cs-� cs-s OF designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- 1,16"from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/7P11. connectorlates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/7P'1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10 Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. ii.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. #111111,11+ reaction section indicates joint MININIIIIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M_s 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mill ANSIlTPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. e • BCSI: Building Component Safety Information, hil'Te Ic 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015