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Plans (11) 445T)-olce - 1-- Gti -icecer-7- 1 ? a, / SIJ . , RR:;E:iv E:r mAR 1 6 2016 01Y Oi- -17.,:.,,,•:,-,':. 17.• j.-)i:'-',:::' ;'11',' :: ,','''''''' 1 1 1 DR. HORTON PLAN 4705 "B" 4/12 GARAGE LEFT (-0 rs 1 Pc\ to w AI 1 w 11 4/12 PITCH < < 7/12 PITCH 0 0 (FRONT PORCHES) 0 1-0 0.H. 9 Z 25# SNOW 0 < C:) n d) "" COMP 0, u) 1 i 1 1 1 1 1 1 . I. 1 I ARIEL TRUSS CO INC. 1 1 1 (360) 574-7333 1 I ; I -1 - I \ • _____ GABLE DRAWN BY: 0 ' 0 GABLEt KEVIN LENDE 7-06-00 SPAN L , . \ _ D.R. HORTON PLAN 4705 "B" /12 GARAGE RIGHT 7kC9 AO rg 1 A-1;) IA( w w m F A m 4/12 PITCH 6 J 0 7/12 PITCH (FRONT PORCHES) o z 1-0 O.H. � Q 25# SNOW M COMP } ARIEL TRUSS CO INC. (360) 574-7333 > ri -' - GABLE p CO DRAWN BY: I- - KEVIN LENDE GABLE& 7-06-00 SPAN mit 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. PRQFk-, utS�N3NEtc9 >� 89782PE v� 7 OREGON �4° AIRY 15 „A; k MAUL R\J s. ' * /2016 . 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. Job I Truss Truss Type Qty Ply I 1(1764140 DR_HORTON_PLAN_4705-B,A1 MOD.QUEEN 7 1 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:TaDwhP yRoXfnYyA0tSf44czgute-eyFgrTesfl Wd6KgK79ddhPDMPaiuoeolFbeOoSzgubB 7-1-14 _.------__13.5-7 I -------_.._-.-19-9.0---__----{----2&0-9 _ 32-42 1 ------ 39&0_______410,6=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 4.00 12 5x6 MT2OHS-= F • 3x4% �� 3x4 4x6 q R 4x6 G DP E SH 1.5x4 1.5x4 i d q I T N B d •5x8= N MAV J -___.._- _ L 8.- o 3x4 = 5x8= 3x4= I-..........---.._..—.... 10-3-11 -----_..j.._.-.__ 19-.&0.-.-...- -.-----.-'1_._.__.._-- ___.--_292$__ 1.._.-.._--- -29,62.0 ._.._....._- ----10-31t,...,----- ---_--._.__9.5.8 9-5-6 ------------ ---_.----10-3-10 .-----.-..____..----- Plate Qffset_.(X,Y)-_B:0-3-12.Edg-e--LD:0-3-0,Edge4H:0-3-0,Edge] (J:0-3-12 Edge].)M:0-4-0.0- 'j ___ ___ ..7. TOADING(psf) 25 0 SPACING- 2-0-0 CSI. ! DEFL. in (loc) Vdefl 1../d PLATES GRIP CLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.33 M >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.82 , Vert(TL) -0.91 B-N >516 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.56 I Horz(TL) 0.25 J n/a n/a BCLL 0.0 BCDL 10.0 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. i REACTIONS. (lb/size) B=1718/0-5-8,J=1718/0-5-8 Max Horz B=72(LC 13) Max UpliftB=117(LC 14),J=-117(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-O=-4220/379,C-0=-4172/391,C-D=3817/301,D-P=-3700/314,E-P=-3699/316, E-Q=-2658/280,F-Q=-2590/295,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;Vutt=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 Y"_tip PR QFE(t shown;Lumber DOL=1.60 plate grip DOL=1.60 4J 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 `�� tir.1G1 N4;9 `/0 3)Unbalanced snow loads have been considered for this design. w� 4- 17 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 4 . 89 782 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.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. t..- OREGON h 8)A plate rating reduction of 20%has been applied for the green lumber members. '' /!i O1 Q' 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 -y ��Q r y • 5 2 �� joint J. T/r `J 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. PA U L ' EXPIRES: 12/31/2016 February 29,2016 Q,,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev,10/03/2016 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 NMI 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 M1ek* 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 Cdleria,DSI-B9 and SCSI Building Component 250 Klug Circle Solely Information available from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 82880 , J 1 'IJob Truss !Truss Type Qty iPiy IDR NORTON PLAN_4705-BIA2 MOD.QUEEN 5 1 I i K1764141 ------ IJob Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Sat Feb 27 14:40:03-2016 Page 1 ID:TaDwhPyRoXfnYyA0tSf44czgute-69p23pfUQceUkUFXhsBsEdmVZ_1 FX2S RUEOyKuzgubA 1 7-1-14_ 13-5-7 I __ 39-6-0 -- F-_.____... 1A-A-0 �---.___.26.0.9 I ---32_42_-..--- - ---me q 1-0-0 7-1-14 6-3-9 6-3-9 6-3-9 6-3-9 7-1-14 i-0-0 Scale=1:68.2 4 5x6 MT20HS= F J. 3x4-1\ r 4x6 y W 3x4 C 4x8 DU E G XH 1.5x4\\ e, ie 1.5x4// di C I T e _.SSS_ Y 1 B _�sliet i wean- K C.., CS _ — 1.5A --- - - - �ir.� CS ,5x8_ P 0 1.5x4 li N 1.5x4 - M L d 5x8 5x8 H 3x4 = 4x4= 6x6- 4x4 - 3x4= 5x8 11 'r----------&5-0 ---}------ 15-4-8 - j -1&9-fL---1-----.24.'.-.6 1 31-l-0 -.. -- _-._._._39-6-0 --.-_ 1 .-._ � ___8,5-1/— X11-# _-- ---- 44-8 4-48 9.11-@._- ----- &5-0 Plate -._.------ - ..-. Offsets X,)- jB 0-0-1.Edgej.[B:0-3-.12,Edgej 1):O 3-O.Edge_].jH�_3�-Edge-LW;_01.2,gdgej•jJ:0-0-1.Edge]__ _____ TOL DING(psf)5.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.93 I Vert(LL) -0.37 N >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 j BC 0.85 Vert(TL) -0.99 N >475 180 j MT2OHS 165/146 BCLL 0.0 * I Rep Stress lncr NO I WB 0.72 Horz(TL) 0.24 J n/a n/a TCDL_ Code IRC2012/TP12007 110--i__-- —J (Matrix) Weight:184 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 of 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 — MiTek recommends that Stabilizers and required cross bracing I Left:2x4 DF Std-G,Right:2x4 DF Std-G be installed during truss erection,in accordance with Stabilizer [Installation guide__ REACTIONS. (lb/size) B=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(lb)or less except when shown. TOP CHORD B-T=-4353/375,C-T=-4288/387,C-D=-4140/364,D-U=-4025/377,E-U=-4024/379, E-V=3280/351,F-V=-3212/362,F-W=-3212/362,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-O=-141/2544,M-N=141/2544,L-M=-239/3318, J-L=313/4052 WEBS F-R=-66/1147,M-R=71/1099,G-M=828/152,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;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 "<(' '. 4-0;5+ P R()FESS 23-8-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 c"5 k.NG j NEF9 /© 3)Unbalanced snow loads have been considered for this design. �� 9 82 P E 217 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. -.dr6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .ty 77,1 ANN 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 .Sy- ,�REGON d'� Q fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 2 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 lb uplift at joint B and 118 lb uplift at 49 q RY � joint J. !I" PA UL c- 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 J2)In theeLOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). February 29,2016 o tinue on page 41,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 641.7473 rev.10/032016 BEFORE USE. Design valid for use only with Mock®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mfek is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the MiTek. 1l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdteda,DS11•89 and SCSI Building Component 250 Klug Circle Safely Informallon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 ,Job ;Truss Truss Type y , y K17641411 DR HORTON_PLAN 4705-BA2 MOD.QUEEN 5 1 ;Job 7640 -._{_p_ ----- 9 -- _— s Se 29 2015MTek Industries,Inc. Sat Feb 27 14:40:03201 Page 2 Mel Truss Co.,Inc, Vancouver,WA P2 ID:7aDwhPyRoXfnYyA0tSf44czgute�9p23pfUOceUkUFXhsBsEdmVZ_1FX2S U Oy g 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:Nn-63(F) ii,WARNING•Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not put a truss system.Before use,the building designer must verify the applicabitfy 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 MiTe 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job !Truss !Truss Type Qty !Ply 1 -� I DR_HORTON_PLAN_4705-Bl 2 1 K1764142 B I GABLE i I I Job Reference(optional) 1 Ariel 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-3XwoTUgkxDuCzoOvoHAKJ2r1Unvf?6zkxYt2Pnzgub8 �-0�--.--------- ----.-_._----..-__ 19-9-0 --I--- .- ..33$9 19-9-0 - - --- ----- - 19-9.0 -_....1-0.0 Scale=1:68.4 4.00 k2 4x6 = M N O P Q 5x6 MT20HS% E K - = R BF S 5x6 MT2OHS J T H i BD - U VBG F �' 1 � ( �� w E I X Y C D I I ( 1 I ! Z BC I AA ! BH 11 � f I AC n.i SNA B � , B 4x6 Job Truss Truss Type Qty Ply 1 K17641431 DR HORTON_PLAN 4705-B 91 KINGPOST 1 11 L-___ _i_- !JobReference(optionap-_-._----- Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MITek Industries,Inc. Sat Feb 27 14:40:05 2016 Page 1 ID:TaDwh PyRoXfnYyA0tSf44czgute-3XwoTUgkx DUCZOOVOHAKJ2r2fnvd?69kXYt2P nzgub8 t. _--__:1-0-0 1 _3-9-0 _.__ -____t._---_--- -_-----73r_0_-___ _--___._.._- : 8-6-Q---.I 1-0-0 3-9-0 3-9-0 1-0-0 Scale=1:18.4 4x4 C J 7.00.12 I K H N I L G BD ._.__-_.__-- _..-��.J__............_._._ _ __-_ -_ IN of J ci E 1$ A 1 F 1.5x4 !I . i 2,5x4= 2.5x4 = _3-9-0 1 ______..---.._----7.6-0-_-- ---..--_-------1 LOADING(pst) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 I Vert(LL) -0.00 B-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 B-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (Matrix) j Weight:28 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G ; MTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide_ REACTIONS. (lb/size) B=374/04-8,D=374/0-5-8 Max Horz B=-47(LC 12) Max UpltftB=-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,G-H=-272/25,H-I=-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.Opsf;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 psi(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 psi or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. R Q P R 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��{G NG N E�9 4.9 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)B.D. 89782 PE �f"- 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -. -.1116r . AM ,�`�v2 OREGON Q -96, G'gRY .5 �Q, ir PAUL 1s EXPIRES: 12/31/2016 February 29,2016 1.1•11011 ©,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MilDesign valid for use only with Weld&connectors.This design is based only upon parameters shown,and is for an individual building component,not t` 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 Cdteda,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. j _Corona,CA 92880 -Job Truss Truss Type Qty (Ply- -I ----._------ ; K1764144' DR_HORTON_PLAN_4705-BIS B2 GABLE '2 1 i_ -- 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-XkU BhghN iX03bxz6M_iZsFOEgB Fpka5tACccxDzgub7 f---1-0-Q-..----1 ----_-..__9z_0_.-------_. .- .--_------ I -----__ -.....-......_..--._-.7.6-0 --_--_ 8.6-0 1-0-0 3-9-0 3-9-0 t--- 1-0-0 Scale=1:18.6 4x4= D L 7.00,12 4 1.5x4 I I -----� i E 1 5x4 l M N K w? B 1--1 l 1 1 F a A_4�♦�44A� G 13 J I H 2.5x4 = 1.5x4 l i 1.5x4 I I 1.5x4 i t 2.5x4= H - _7,6 - I 7-6-0 _ LOADING(psi) - - _ - TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) I Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 F n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 F nlr 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 F n/a n/a Code IRC2012/TPI2007 (Matrix) Weight:31 lb FT=20% BCDL 10.0. . -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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G - rMTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 7-6-0. L Installation guide__ (Ib)- Max Horz 13=-47(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,F,J,H Max Gray All reactions 250 lb or less at joint(s)B,F,I,J,H FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;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)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;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)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 R�� P R AFF non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. �, s5 7)Gable studs spaced at 1-4-0 oc. �� , GI NEFs, 9 0 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 414 .9 -0" 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 cc :9782P E 91•"" fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. ', 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F,J,H. 40 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. './ , 9y OREGON(0 4¢i'*Q, 1 it EXPIRES: 12/31/2016 February 29,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ilk/-7473 rev,10Po9/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mit• a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mn' 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,055-89 and SCSI Building Component 250 Klug Circle Safety Informallon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 — — — — T--— — -- -- — j Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION -01 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1J 3/" Center plate on joint unless x,y P Y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury MEEDimensions 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. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O 1/T 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves Q 61 1 pa 1 I po, 4 may require bracing,or alternative Tor I �_� Q .. p bracing should be considered. 111�� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate r--.. c�e cba cs v 4 desig er,errecti nthis supervisorr,,property wnern to the la d plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 g ! 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 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 j 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 �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be 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. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior I (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■M reaction section indicates joint — 17.Install and load vertical) unless indicated otherwise. I 1111•116 11.A.1 number where bearings occur. v Min size shown is for crushing only. I•IIIIIIIII r--� 0 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: hil ANSI/TPI l: National Design Specification for Metal ; 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictured before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. g g MITe � Quality BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 Standard Gable End Detail ST-GE120-SP MiTek USA,Inc. Page 1 of 2 l v- 1 r-7 i Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud-- �_J, Vertical Stud (4)-16d Common ( .4 - Wire Nails , \ ` D�aoNA� i BRACE MiTek USA, Inc. IM\1/4160,,,-,„..-7 16d Common SECTION B-B . ,j- Wire Nails DIAGONAL BRACE �- ; .i miell Spaced 6'o.c. 4'o O.C.MAX - (2)-10d Common �11 --_2x6 Stud or TRUSS GEOMETRY AND CONDrrIONS Wire Nails Into 2x6 ' 2x4 No.2 of better 2�›� SHOWN ARE FOR LLUSTRATION ONLY. �� /,, ' \Typical Horizontal Brace Nailed To 2xVerticals 12 SECTION A-A zx\stud w/(4)-10d Common_ Nails --A I] Varies to Common Truss -* * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST eim4vi/i////�,,AWISael�iRER,ioerii SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING �,, DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. / -'A ** �\- ATTACH DIAGONAL BRACE TO BLOCKING WITH j—� j`,\ (5)-10d COMMON WIRE NAILS. / 3x4= /// —N 6 B �0 B �, (4)-8d NAILS MINIMUM,PLYWOOD /1I1/ �// / -i SHEATHING TO 2x4 STD SPF BLOCK i * -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. P _ iTrAll %'=r�\/ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'-3" (2)-10WALLTO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. MaX. / / �(2)-10dNAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT 1 BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB � � OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 05 = %TrUS S 0 24" O.C. DIAPHRAM AT 4'-0"O.C. i/ 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 1 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. i'r 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 �v ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 pointCOMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed I_ ,` 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 71 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 X 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 8in 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.