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Plans (66) . . 4/157--,ka - 0011/ 130 i 7 get) up I c zom 1 . D.R. HORTON PLAN 4705 "B" GARAGE LEFT 12 -Q\•Y Po ill't iXill A .i M --I 1 --I 4/12 PITCH 1 1 << 7/12 PITCH (9 I (FRONT PORCHES) 0 0 , 1-0 0.H. (.0 < 25# SNOW 0. ,.., th LI- COMP . , 1 ARIEL TRUSS CO INC. 1 1 1 1 (360) 574-7333 ____ _ _CiABLE DRAWN BY: t KEVIN LENDE GABLE 7-06-00 ,r / SPAN D.R. HORTON PLAN 4705 "B" GARAGE RIGHT 4/12 1 m m 4/12 PITCH 7/12 PITCH (FRONT PORCHES) O 1-O O.H. 9 ,q 25# SNOW 9 fi COMP u) + I I 1 ARIEL TRUSS CO INC. I I (360) 574-7333 GABLE Bi DRAWN BY: - = KEVIN LENDE GABLES 7-06-00 SPAN A let MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 4705-B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1764140 thru K 1764144 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. �ycO PROPe lNEF9 /O 441 89782PE 9c 17 OREGON 4°41/ 179k PA R\ /206 February 29,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. klob 1Truss Truss Type Qty Ply j I l K1764140 IDR_HORTON_PLAN 4705-B AI MOD.QUEEN 7 1 L_ .--- -----. _ _._..._i____ --------- . --_-..._.-.________i Job Reference(optional).. Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Sat Feb 27 14:40:02 2016 Page 1 ID:TaDwhPyRoXfnYyA0tSf44czgute-eyFgrTesflWd6KgK79ddhPDMPaiUoeolFbeOoSzgubB 7-1-14 -------._._13=5-7 I _19=9-0 ___.___.---I -26-49 j 32-43.---. _39.6-0 4P-6-9 1�1 00-0- 7-1-14 6-3-9 6-3-9 6-3-9 8-3-9 7-1-14 1-0-0 Scale=1:88.2 4.00 H2 5x6 MT20HS= F 3x4% ej3x4 4x8 q R 4x6 DP E G SH 1.5x4 2iirill 7e0000.1.5x4 i C O T J K 4: n B Ir,t d :i. d -5x8= N M L 5x8= 3x4 = 5x8= 3x4= I--- _. 10-3-11 _.. -- -1-__.._--__- 19.9.4-..-- --_-._.__ t_._.-_.__--_-_---29-2-6 I._.._-- -.x.9-6:0 _..._ -------_1S3,11_------- ---.._._---....._9-5-6 9-5-6 .-------- ------.---10-3-10 - _----..--- ------ Plate 9ffsets(X,Y_)-- [B:0_3-12.Edge]_[D:0-3-O,E_dge],jH O_3-0.Edge].[J:0-3-,12,E3Jgel.jM; 4.0 9] ._— _-_ ___ _ ____ LOADING(psf) SPACING- 2-0-0 ( CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 25.0 i (Roof Snow=25 0) Plate Grip DOL 1.15 I TC 0.83 Vert(LL) -0.33 M >999 240 MT20 220/195 TCDL 7.0 I Lumber DOL 1.15 BC 0.82 Vert(TL) -0.91 B-N >516 180 MT2OHS 165/146 BCLL 0.0 " i Rep Stress IndYES WB 0.56 Horz(TL) 0.25 J n/a n/a BCDL 10.0 I. Code IRC2012/TP12007 (Matrix) Weight:166 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt E-M,G-M 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) B=1718/0-5-8,J=1718/0-5-8 Max Horz B=72(LC 13) Max UpliiftB=-117(LC 14),J=-117(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-O=-4220/379,C-O=-4172/391,C-D=-3817/301,D-P=-3700/314,E-P=-3699/316, E-Q=-2658/280,F-Q=-25901295,F-R=-2590/295,G-R=-2658/280,G-S=-3699/316, H-S=-3700/314,H-I=-3817/301,I-T=-4172/391,J-T=-4220/380 BOT CHORD B-N=-310/3942,M-N=-217/3216,L-M=-225/3216,J-L=-317/3942 WEBS C-N=-471/156,E-N=0/597,E-M=1100/145,F-M=-50/1265,G-M=-1100/145,G-L=0/597, I-L=-471/156 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=40ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-6,Interior(1)2-11-6 to 19-9-0,Exterior(2)19-9-0 to 23-8-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions Rc,D PR OSE shown;Lumber DOL=1.60 plate grip DOL=1.60 '<c ss 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �y�s) 0NGI NE�cr9 /©�� 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �- 89782 P E r non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . . 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t,...• OREGON '�� 8)A plate rating reduction of 20%has been applied for the green lumber members. '. 4, 1O ' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint B and 117 lb uplift at .14y q f?Y AS <<, joint J. kJ PAUL 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A U 1 EXPIRES: 12/31/2016 February 29,2016 41,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I.7473 rev.10/034015 BEFORE USE. Design valid for use only with MlTekt9 connectors.This design is based only upon parameters shown,and is for an individual building component,not I 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIS Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Salety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 1 Corona,CA 92880 (Job (Truss ----TTrussTYpe iQty 1-Ply K1764141 IDR HORTON_PLAN 4705-BA2 MOD.QUEEN 5 1 1 __._ i_.__-__ , ._i__---. !Job Reference(r tionaI) l Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Sat Feb 27 14:40:03 2016 Page 1 ID:TaDwhPyRoXfnYyA0tSf44czgute-69p23pfUQceUkUFXhsasEdmVZ_1 FX2SRUE0yKuzgubA 11-13-4--- 7-1-14 13-5-7 t----.__.-_.._ I -.__. --F------- ' 79-9-0 --.26-0.9 --32.4-2-.--....._. -_. 39-6-0 -------- _.&Q 1-0-0 7-1-14 6-3-9 6-3-9 6-3-9 6-3-9 7-1-14 1-0-0 Scale=1:68.2 4 112 5x6 MT2OHS_ F 3x4 r 4x6 V W 3x4 4x6 _xviivrr --z-- D U E C' XH 1.5x4\\ �� is 1.5x4// C I T • N 1.5x4 - .-_.___________±. _____........-- ,5x8= P O 1.5x4 i N 1.5x4 - M L 5x8- 6 5x8 II 3x4 4x4= 6x6= 4x4 = 3x4= 5x8 Il F----------13-5-0 ------_f..__-_-.._.---._ 15-4-8 _.1�90---..-+...___-24-1-B-- 1 31-1-0-_-..---- ---.._. 39-6-0 _._1 -36-�_ _aii - 4-4-8 4-4-8 6-1_14_- - 8.5-0 Plate Offset_s._(X.Y)- [6:0-0 1 Edge]_[B:0-3-12,lydgej, D:0-3-0EdgeJ,[H•0 3 0 Edgej,11:_0412.Edge],[J:0-0-1.Edge] — ----- LOADING(psf) J TCLL 25.0 1 SPACING- 2-0-0 CSI. I DEFL. in (lac) I/defi L/d PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.93 ' Vert(LL) -0.37 N >999 240 MT20 220/195 TCDL 7,0 I Lumber DOL 1.15 I BC 0.85 Vert(TL) -0.99 N >475 180 I MT2OHS 165/146 BCLL 0.0` Rep Stress Incr NO WB 0.72 Horz(TL) 0.24 J n/a n/a Code IRC2012/TP12007Matrix ACDL —149 ! ( ) I Weight:184 lb FT=20% 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 or 10-0-0 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):S WEDGE — MTek recommends that Stabilizers and required cross bracing 1 Left:2x4 DF Std-G,Right:2x4 DF Std-G be installed during truss erection,in accordance with Stabilizer L_Installation guide. REACTIONS. (lb/size) 8=1750/0-5-8,J=1750/0-5-8 Max Horz B=-72(LC 12) Max UpliftB=-118(LC 14),J=-118(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-T=-4353/375,C-T=-42881387,C-D=-4140/364,D-U=-4025/377,E-U=-40241379, E-V=3280/351,F-V=-3212/362,F-W=-32121362,G-W=3280/351,G-X=-4024/379, H-X=-4025/377,H-1=-4140/364,I-Y=-4288/387,J-Y=-4353/375 BOT CHORD B-P=307/4052,O-P=-231/3318,N-0=-141/2544,M-N=141/2544,L-M=-239/3318, J-L=-313/4052 WEBS F-R=-6611147,M-R=-71/1099,G-M=8281152,G-L=-27/734,1-L=379/131,O-Q=-71/1099, F-Q=-66/1147,E-0=828/152,E-P=-27/734,C-P=-379/131 NOTES- 1)Wind:ASCE 7-10;Vuit=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft; Cat.II;Exp B;enclosed;MVVFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-6,Interior(1)2-11-6 to 19-9-0,Exterior(2)19-9-0 to ��EQ PR OFtc. 23-8-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&M WFRS for reactions NG I NES' /� 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;Partially Exp.;Ct=1.1 C� 3)Unbalanced snow loads have been considered for this design. Q� 9782 E �'c 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •r: r 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -9y '- fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. '9,9 C/•REGON Q.1 RY AS J(G¢ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 lb uplift at' Int B and 118 lb uplift at joint J. PA UL R 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 12 lb up at 19-9-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12/31/2016 112)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). February 29,2016 continued on page ,aWARNING-VNI' . er(/y design parameters and READ NOTES ON TN1S AND INCLUDED MITEK REFERENCE PAGE MIA74T3 rev.10/0,92016 BEFORE USE. Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Vf R/,Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Cilterla,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 ITruss Type IQty IPly K1764141 SDR HORTON_PLAN_4705-B;A2 MOD.QUEEN 5 1 !Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Sat Feb 27 14:40:03 2016 Page 2 ID:TaDwhPyRoXfnYyA0tSf44czgute-69p23pfUQceUkUFXhs85EdmVZ_1 FX2SRUEOyKuzgubA LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-F=-64,F-K=-64,B-J=-20 Concentrated Loads(Ib) Vert:N=-63(F) A,WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE*111.7473 rev.10/09/2016 BEFORE USE. Design valid for use only with MTe&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 applicabirity of design parameters and property incorporate this design into the overall +, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPD Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety IMoanafon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty 'Ply 1 7 K1764142' IDR HORTON_PLAN_4705-13I A3 GABLE 2 11 .-- ----__---- I__ IJob Reference(optional Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Sat Feb 27 14:40:05 2016 Page 1 ID:TaDwhPyRoXfnYyA0tSf44czgute-3XwoTUgkxDuCzoOvoHAKJ2rlUnvf?6zkxYt2Pnzgub8 -- 19-9-0 -_.__.39-6-0 -0-0 19-9-0 19-9-0 --- 1-0-0 Scale=1:68.4 4.00112 4x6 = M N O P Q JE 5x8 MT20HS K - - R BF S 5x6 MT2OHS BD J `i T G H I eJ 'i I �U VBG W F - iI E 1 X D II ` Y C l I I I � -BC t ' If , j 1 1 Z AA _ 1 :BACI `v 4x6 IJob Truss Truss Type Oty Ply I 1 K1764143' IDR NORTON PLAN 4705-BIB1 KINGPOST 1 1 —.__ — ._ —... —_ L iJob_Reference{optional)_ Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Sat Feb 27 14:40:05 2016 Page 1 ID:TaDwhPyRoXfnYyA0tSf44czgute-3XwoTUgkxDuCzoOvoHAKJ2r2fnvd?69kxYt2Pnzgub8 F—._.,-0.0 --------3,9-0 _-_--l------ 1-0-0 3-9-0 --------3-9-0 — --_..._.. 1-0-0 --H Scale=1:18.4 4x4 C `( I J 7.00,�2 I K H L G i�i D B icq 16 A 4. F 1.5x4 I I i I 2.5x4= 2.5x4 = — —3-9-0 — 7-8,0 -I --- 0.9 4__.__ ---------- 3-9-0 ---- --_ -._._-- LOADING(pyi)5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 B-F >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 B-F >999 180 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a CDL 10.0 * Code IRC2012/TPI2007 (Matrix) i Weight:28 lb FT=20% B CDL -- i 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. WEBS 2x4 DF Std G • MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation.guide_ ., REACTIONS. (lb/size) B=374/0-5-8,D=374/0-5-8 Max Horz B=-47(LC 12) Max UpliftB=-50(LC 14),D=50(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=332/19,GH=-272125,H-1=-265/26,C-I=-253/31,C-J=-253/31,J-K=-265/26, K-L=-272/25,D-L=332/19 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-9-0,Exterior(2)3-9-0 to 6-9-0 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;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9,0 P R Or 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 G I KI .n fit between the bottom chord and any other members. �Gj N k- 7)A plate rating reduction of 20%has been applied for the green lumber members. , 2 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. ° 89782 P E 9t'"- 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. . �� • SIN `- OREGON o*``' Q' 9,1„k ° R-a AUL EXPIRES: 12/31/2016 February 29,2016 ®,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��` a truss system Before use,the building designer must verity 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 Cdteda,DSI-89 and BCSI Building Component ( 250 Klug Circle Safety IMomtaton available from Truss Plate Institute,21B N.Lee Street.Suite 312.Alexandria,VA 22314. 1 Corona,CA 92880 Job Truss Truss Type 'Qty Ply K1764144 DR HORTON_PLAN_4705-BI B2 GABLE 2 1I L [Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Sat Feb 27 14:40:06 2016 Page 1 ID:TaDwhPyRoXfnYyA0tSf44czgute-XkUBhghNiX03bxz6M_iZsFOEgBFpkaStACccxDzgub7 1_----<1.10_----i --- __. 9=�.. -----._-_- ------- 7-6-0 - 8-6-0 1-0-0 3-9-0 -j----- 3-9-0 a....-._ 1-0-0 Scale=1:18.6 4x4= D 1.5x4 l l 7.00 C E1.5x4 M L IJI i N K T B -1f11-1 � I �- F ili_ ni A -_ .. ..Til"rw it .. .-.-..-..-.-...-'' G l� J 1 H 2.5x4 - 1.5x4 I i 1.5x4 I I 1.5x4 I I 2.5x4 H- - _._ -p - H 7-6-0 LOADING(P� -----_ ____-- ( -- ------.-_--_ SymbolsNumbering System TA General Safety Notes PLATE LOCATION AND ORIENTATION Centerplate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property -13/4" I (Drawings not to scale) j offsets are indicated. j I Damage or Personal Injury 6��= Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracin TOP CHORDS 9 g,is always required. See BCSI. i 1 ' 2. Truss bracing must be designed by an engineer.For "/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I loci_ pbracing should be considered. 3. Never exceed the design loading shown and never 1111L1\1111111111 stack materials on inadequately braced trusses. Provide copies of truss to the 15 his For 4 x 2 orientation,locate ~ c�a cb-� cs s 4 designer,errectiontsupervisorr,,sproperty ownering and plates 0 'ill' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 ER 3907,ESR 2362,ESR 1397,ESR 3282 responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that OIndi�! cated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTeke All Rights Reserved 16.Do not cut or alter truss member or plate without priorapproval of an engineer. *IN III 1111 II N NIP reaction section indicates joint — —number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. mom." MINN 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words mill 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, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. 1 MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 Standard Gable End Detail ST-GE120-SP MiTek USA,Inc. Page 1 of 2 - ir_J ® - l V Typical_x4 L-Brace Nailed To J[ 7 2x Verticals W/10d Nails,6"o.c. Vertical Stud -_,_ - \ Verticaltud\, Wire 16d sommon\\` DIAGONAL MiTek USA, Inc. w61:11..\ 16d Common SECTION B-B Wire Nails DIAGONAL BRACE ,, i Iril Spaced 6"o.c. a'-0"O.C.MAX - (2)-10d Common � ''�-_�Stud or Wire Nails Into 2x6 2x4 Not of better TRUSS GEOMETRY AND CONDITIONS ��\ �--,\ SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals / SECTION A A 2x4 Stud W/(4)-1Od Common Nails �p -3:` �� Varies to Common Truss - — * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST i ./ /y<. ; SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING / —A DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. ** �._ ATTACH DIAGONAL BRACE TO BLOCKING WITH ) 1-'13--..--:--- 3x4= (5)-10d COMMON WIRE NAILS. / n 0 d B_ aD - B �- (4)-8d NAILS MINIMUM,PLYWOOD / IlI1//1�/ _ 7 ' '. SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer \ / Refer to Section A-A to Section B-B 24"Max Roof Sheathing— NOTE: � __ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. :1�f1—_ O%'_�•\/ / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND „ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. V-3" (2)-10d T.,3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. \)t/ (2 10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4 4 4."L°BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB /�K�� '� OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ' /DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF /Trus es @ 24" o.c. DIAPHRAM AT 4'-0"O.C. i`e 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A f 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 1 . , BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace �/ATTACHED TO VERTICAL WITH(4)-18d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 pointCOMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed 0--,`\ TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE ` 06-01-12 BY SPIB/ALSC. End Wall ;� HORIZONTAL BRACE �.\\ (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species —._.._ and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 81n o.c.,with 3in minimum end distance Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.