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Plans (35) 0\ 31-2616- 00010 6L6 b\kg wetivick. DR HORTON PLAN 4706 "B" GARAGE RIGHT ECE JEL MAR 72016 5/12 OF TIGARD ,.PI3 DIVISION P09 0 A3 ,�- 5/12 PITCH 1-0 O.H. �' 8/12 PITCH 1-0 O.H. o z L2:11 �` w 25# SNOW o < m COMP cr'; Di 0 5/12; 4° talk P cb ARIEL TRUSS CO INC. 111 (360) 574-7333 4 ! DRAWN BY: a?' h� KEVIN LENDE F1 ANN=�► GABLE (9ADD"STRUTa 18-11-08 DBL T/C SPAN / 9-03-00 STUB 0-6 SPAN 0-6-14 TOTAL HEEL ON THE UPPER 8/12 HERE r DR HORTON PLAN 4706 "B" 1 I I I GARAGE LEFT 11 .112 0 t4° 0 z o 0_ +IAz r W I' M 5/12 PITCH 1-0 O.H. Ili 8/12 � I �I PITCH f r 1- 0 O.H. w ( w 25# SNOW m i Am COMP 0 0 4Ohl ;•ILS 41111LPL IARIEL TRUSS CO INC. 411 FigE111101.):,..,,,, IE k. (360) 574-7333 111111111i1111111 DRAWN B Y: KEVIN LENDE Avatimaimom swignim e3 a • 19.11=WAIIS GABLE --1 NI vow 1 18-11-08 ADD ST- . TSI z SPAN DBL T/C 9-03-00 0-6-14 TOTAL HEEL SPAN STUB 0-6 ON THE UPPER 8/12 HERE mit MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 4706 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: K1768154 thru K1768164 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. o PRQ, co �NGINEF)9 D (t- 89782PE ter' 9' OREGON '�h UgRY 15 Q' UL 9" March 1,2016 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 !Truss Truss Type ICity Ply I K17681541 DR_HORTON_PLAN 4706_BA1 MOD.QUEEN 3 1 ! I I I I_.- IJob Reference jgptional) j Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:07 2016 Page 1 ID.c2UsrFJ EkwFVrKivYgt3TZzgCpO-J6kDr9yDGMeJzYygFxhVV9dGmUUM7eJ7wlKCblQzgCQY -1143-Q 6-10-13 I 1210-1 --+_- 164114-_ I 24-11-15 i 30-11-3 _37:10-0 38-10-p 1-0-0' 6-10-13 5-11-4 6-0-15 6-0-15 5-11-4 6-10-13 1-0-0 Scale=1:68.0 5x6 MT2OHS-- 5.00i12 F 3x4 i 3x4 4x6% U V 4x6 E G D H 4,4.1.5x4:401erri\sy1.5x4 // oei loss\ /. C T W K c4 oll.7 it-110141, 'A 4x8 - O P Q N M R S L 4x6 3x4 = 3x4= 4x6 — 5x8= i-- 9-9-10 18-11-0 I 28-0-6 4444-- I 37-.:10-11, __ --1 — — — — 0-9-13 — .. ---- 9,1r6 9,3-66__._...-- —. 9-9-10 — Plate Offsets(X.Y)— [B:0-1-10.EdgeJ4D:0-3-O.Edge].[H:0-3-0.Edge].[J:0-1-10.Edge] LOADING(psf) I I -- — 7 —---- TCLL 25.0 i SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.24 L-M >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0,67 Vert(TL) -0.68 8-0 >664 180 MT2OHS 165/146 BCLL 0.0 Rep Stress!nu YES WB 0.53 Horz(TL) 0.18 J n/a n/a BCDL 10.0 ;1 Weight:168 lb FT=20% Code IRC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-14 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 1 Installation guide. i ---- REACTIONS. (lb/size) B=1648/0-5-8,J=1648/0-5-8 Max Horz 8=113(LC 13) Max UpliftB=-113(LC 14),J=-113(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-T=-3343/299,C-T=-3287/313,C-D=-3037/259,D-E=-2903/276,E-U=-2117/253, F-U=-2037/265,F-V=-2037/265,G-V=-2117/253,G-H=-2903/276,H-I=-3037/259, I-W=-3287/313,J-W=-3343/299 BOT CHORD B-0=-216/3015,0-P=-133/2464,P-Q=-133/2464,N-Q=-133/2464,M-N=-133/2464, M-R=-143/2464,R-S=-143/2464,L-S=-143/2464,J-L=-223/3015 WEBS C-0=-388/140,E-0=0/557,E-M=-908/139,F-M=-68/1204,G-M=-908/139,G-L=0/557, I-L=-388/140 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=38ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-9-6,Interior(1)2-9-6 to 18-11-0,Exterior(2)18-11-0 to ,00- P R Of-4.- 22-8-64-61" zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions GINE � shown;Lumber DOL=1.60 plate grip DOL=1.60 CO N F 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4,../�? ."7 3)Unbalanced snow loads have been considered for this design. ' 89782 P E l 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. . 40 ..dlor 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` , amil 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 VOREGON >`h fit between the bottom chord and any other members,with BCDL=10.0psf. /y, 20 Qr. 8)A plate rating reduction of 20%has been applied for the green lumber members. i7 /I RY A 5 Q� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint B and 113 lb uplift at "r/r- ��� PA joint J. A U L 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 March 1,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid tor use only with MiTekt connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job 'Truss 1Truss Type Oty 1-Ply I K1768155 'DR_HORTON_PLAN_4706BA2 GABLE 1 1 - - _ - - Job Referencgptional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:09 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-FVr_GrzTo_u1 Cs6DNMj_E2LFiHBG6K4DIehipJzgCOW 11-0-0 _.-..-- 18-11-0 I __ _ 37-10-9-____ 3B-10-0 1-0-0 18-11-0 18-11-0 1-0-0 Scale=1:66.1 4x6_ 5.00 i 12 J O P Q N R 5x6 MT20HS BF M - •� .j S BGT 5x6 MT2OHS L JK U I I V JT' ` iI i �II f +i 1 I � .� W c'lh +, � , Y 6. Z F I E - 1 I I AA D I AB C AC BE Ii ! BH i i j I ADB0' �- I - i ' e `r�t-x-=_x7..mix- �XX X =x -y._ cm.-•<. 6 o 4x6 BD BC BB BA AZ AY AX AW AV AU AT AS AR AQ AP AO AN AM AL AK AJ AI AH AG AF 4x6= 4x6- - -- 37-10-0 H ._37-10-0 _teQffs_e13 jXY)- (J-Q-_3_-0.0-3-4].[P-0-3-0.Edge].tV:0__ 0 p_-3.4j _ _ LOADING(psf) SPACING- 2-0-0 CSI. f DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 • Vert(LL) 0.00 AD n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(TL) 0.01 AE nlr 120 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 AD n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 I _(Matrix) _____1_ __-_' _� -Weight 250 lb FT=20% BCA� 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 37-10-0. (Ib)- Max Horz B=114(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,AD,AT,AU,AV,AW,AX,AY,AZ, BA,BB,BC,BD,AP,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF Max Gray All reactions 250 lb or less at joint(s)B,AR,AD,AT,AU,AV,AW,AX,AY, AZ,BA,BB,BC,AQ,AP,AO,AN,AM,AL,AK,AJ,Al,AH,AG except BD=292(LC 1),AF=292(LC 1) 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)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft; Cat.11;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-9-6,Interior(1)2-9-6 to 18-11-0,Exterior(2)18-11-0 to 22-8-6 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)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. c:kc ) P R OFF 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 <C, s 4)Unbalanced snow loads have been considered for this design. `5Zt ANG I NE- x?, s/O 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 ��? �fi non-concurrent with other live loads. �- 8.782 P E 9r-- 6)All plates are MT20 plates unless otherwise indicated. • 7)All plates are 1.5x4 MT20 unless otherwise indicated. / :a17,7\ . ,1 8)Gable requires continuous bottom chord bearing. . . 9)Gable studs spaced at 1-4-0 oc. ►/ 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. VOREGON ', 14.) 11)*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 willQ fit between the bottom chord and any other members. 17� (-/q R y -i 2 �� 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,AD,AT,AU,AV, � P4 U L '`' ' AW,AX,AY,AZ,BA,BB,BC,BD,AP,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 March 1,2016 mem. ilWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with 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/TPit Qualify 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 ,Ply 1 K1768156. ,DR_HORTON_PLAN_4706_BA3 MOD.QUEEN 1 1 11 —�___---_---_._-___ _—__- 'Job Referencetional), Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:10 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-jhPMTB_5ZHOug0hPx3EDnFuG?hNkrezM_IQFLIzgCQV -1-0-0 6-9-3 _ I 12-1¢_1--. I 18.110_ --. ---1- -24-11-15 31-0-13.-- i 37A0-0------_ 38,10,0 1-0-0 6-9-3 6-0-15 6-0-15 6-0-15 6-0-15 6-9-3 1-13-0 Scale=1:71.7 5x6 MT2OHS 5.00 12 F 3x4 3x4 4x6% V VV 4x6 E G D H 1.5x4 \\ Nipp.4' 1.5x4 // 2 C I \ . U X v B _ TII J K o' ��_ --- --- -r-�----'----- __ -• _ 'fib ---a:'�ic4=— •_-- :: --- ,,._ d 4x6= Q P O N M L 4x6_ 3x4= 4x4= 4x6_ 4x4= 3x4= 1.5x4 I I 1.5x4 I I .___________-211.12 I 14_6-_1.3 113414) --__.4____313- I 29-10.4--_-- I 37-10-0 _..1 7-11-12 6-7-1 4-4-3 4-4-3 6-7-1 _ — 7-11-12 _PJ8te Offsets(X.Y)— [6:0-1-10,Edgej 13_:1 30.E_dgei,1H;4-3-O.Edgd_ 11-10,1 igen 1 LOADING(psf) TCLL 25.0 I SPACING- 2-0-0 CSI. DEFL. in (loc) I/def► L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.24 N >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.69 N >652 180 MT2OHS 165/146 BCLL 0.0 * Rep Stress Incr NO WB 0.65 Horz(TL) 0.18 J n/a n/a BOA 10.0 . _.-- Code IRC2012/TP12007 i (Matrix) I Weight:186 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-6 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 JOINTS 1 Brace at Jt(s):T MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. - REACTIONS. (lb/size) B=1680/0-5-8,J=1680/0-5-8 Max Horz B=113(LC 13) Max UpliftB=-115(LC 14),J=-115(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-U=-3465/300,C-U=-3392/313,C-D=-3292/312,D-E=-3156/330,E-V=-26291315, F-V=-2549/327,F-W=-2549/327,G-W=-2629/315,G-H=-3156/330,H-I=-3292/312, I-X=-3392/313,J-X=-3465/300 BOT CHORD B-Q=-218/3111,P-Q=-143/2549,O-P=-67/1956,N-O=-67/1956,M-N=67/1956, L-M=-153/2549,J-L=-224/3111 WEBS F-S=-78/1041,M-S=-82/998,G-M=-758/159,G-L=-37/625,I-L=-344/129,P-R=-82/998, F-R=-78/1041,E-P=-758/159,E-Q=-37/625,C-Q=-344/129 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=38ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-9-6,Interior(1)2-9-6 to 18-11-0,Exterior(2)18-11-0 to ,;i1, 0 PR OFtc 22-8-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions G'NE. 9 s>O shown;Lumber DOL=1.60 plate grip DOL=1.60 Nc'J F 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� ?i 3)Unbalanced snow loads have been considered for this design. cc 89 7 82 P E -9T--- 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. r--.ie 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 OREGON fit between the bottom chord and any other members. �, /1/&•,,, 20 ��- 8)A plate rating reduction of 20%has been applied for the green lumber members. -9,(s '9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=115, "T/rel--,Ry 1 \* J=115. �'A U L 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 18-11-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12/31/2016 12)In the LOAD Cf SE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). March 1 2016 Continued on page L [k 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 Mi Tek®connectors.This design is based only upon parameters shown.and is for an individual building component,not iI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 !Job Truss !Truss Type IQty •Ply K1768156 DR_HORTON_PLAN_4706_BA3 !MOD.QUEEN !1 1 • Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:10 2016 Page 2 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-jhPMTB_5ZHOugOhPx3EDnFuG?hNkrezM_IQFLIzgCQV LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(ptf) Vert:A-F=-64,F-K=-64,B-J=20 Concentrated Loads(Ib) Vert:N=-63(F) 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 Mi Tek©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 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 Inlormatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. i Corona,CA 92880 ------- ----------------- Job !Truss I Truss Type Qty Ply K17681571 IDR_HORTON_PLAN 4706 BA4 'MOD.QUEEN 4 1 i —_ _._ ----_--- _i LJob Reference_(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:11 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-BtzkgX?jKb8ISAGbUmISJTQPL5j1 a5FWDyApuBzgCQU - Sr�-3 I 12-10-1 ---j.. ---_l&i.1-0 -- t 2411,15_ -- 31-0-13 37-5-0 . 1-0-0 6-9-3 6-0-15 6-0-15 6-0-15 6-0-15 6-4-3 Scale=1:70.4 5x6 MT20HS:- 5.00;12 F i 3x4 3x4 4x6% U V W 4x6 E G DH 1.5x4 \\ 1.5x4 // abs C I x.. • X T so AB !rS in dr •=1 --— _ n- - 1.5x4= t' - —_—_ Lh �: d 4x6= P O N M L K 6x6 d 3x4= 4x4= 4x8= 4x4= 3x4 = 1.5x4 II 1.5x4 11 I 711_-12 —+--- 14-6-13 4—_i811_-0__-- 1 233__ , 29-10-4 -_I 37-5.0_ -I —____-- — 7-11-12 _.__. -6-71---._-_-- 4-4-3 4-4-3 .8-7-1 --. 7-8-12 Plate Offsets(X.V)— [6:0-1-1-0,Ed j-010-3-0,EdgeL.[H_0-3-0._E_d_gel,-[,L•_0-01,E ]------� -- — — LOADING(psf) I TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.23 M >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.67 M >668 180 ' MT2OHS 165/146 BCLL 0.0 • Rep Stress Incr NO WB 0.65 i Horz(TL) 0.17 J n/a n/a BCDL 10..0Code IRC2012/TPI2007 (Matrix) I i Weight 183 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-3 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 JOINTS 1 Brace at Jt(s):S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (lb/size) B=1668/0-5-8,J=1588/0-2-8 Max Horz B=113(LC 13) Max Uplift B=-115(LC 14),J=-78(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-T=-3438/298,C-T=-3364/311,C-D=-3264/310,D-E=-3128/328,E-U=-2600/310, U-V=-2593/317,F-V=-2520/330,F-W=-2503/332,G-W=-2584/320,G-H=-3046/350, H-I=-3182/332,I-X=-3250/332,J-X=-3334/320 BOT CHORD B-P=-234/3086,O-P=-164/2523,N-0=-78/1929,M-N=-78/1929,L-M=-78/1929, K-L=-158/2498,J-K=-247/2987 WEBS F-R=-75/1009,L-R=-80/967,G-L=-728/158,G-K=-55/551,I-K=-288/140,O-Q=-82/983, F-Q=-78/1025,E-0=-744/159,E-P=-37/626,C-P=-345/129 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=38ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-9-6,Interior(1)2-9-6 to 18-11-0,Exterior(2)18-11-0 to �Ep PR OFF 22-8-6 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 \c0 ANGI NEF� (Sj0 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� 2"7 3)Unbalanced snow loads have been considered for this design. Q :9782P E 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 /• / N 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 •REGON ':- fit between the bottom chord and any other members. Q 8)A plate rating reduction of 20%has been applied for the green lumber members. '9 '1 cj , 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. � RY 1/rNI 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)J except(jt=lb) PA UL ' B=115. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 12 lb up at EXPIRES: 12/31/2016 18-11-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Continue t on page March 1,2016 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 I 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/TPI1 Qualify Criteria,D5B-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 K1768157 DR_HORTON_PLAN2l706_1A4 IMOD.QUEEN 4 1 Job Reference(optiona(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb29 16:55:11 2016 Page 2 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-BtzkgX?jKb8ISAGbUmISJTQPL5j1 a5FWDyApuBzgCQU NOTES- 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-F-64,F-J=-64,B-J=-20 Concentrated Loads(lb) Vert:M=-63(F) 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 MTek®connectors.This design is based only upon parameters shown,and is for on Individual building component,not �- a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crierfa,DSO-89 and BCSI loading Component 250 Klug Circle Salety 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 K1768158'! IIDR HORTON_PLAN 4706_BA5 MOD.QUEEN 5 1 L— - — --- --— Job Referenceloptional) - - - Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:12 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-f4X6utOM5vGc3Jro2UGhsgzcvV3LJaVfRcvMQdzgCQT -,12D-0 6-10-13 12-141._-_.-__—� 18-11-0. 24-11.15 30-11-3 325-0_.. __ , 1-0-0 6-10-13 I 5-11-4 6-0-15 6-0-15 5-11-4 6-5-13 Scale=1:66.9 5x6 MT2OHS= 5.00 R2 F 000.14,1,3x4% 7 3x4 iiiiiiiiii0 V 4x6 E T 1! G 4x6 D H • °II 1.5x4 �� 1.5x4 eb C I W S• �' J 4x6 __ — --so _ — o = L _____,.-_.__ 4x8=' 6 N O P M Q R K 3x4= 4x6 _ 3x4- 5x8 = 9-9-10 18-110_-_ -___28-0-6 37-5-0 -____-- 9-9-1.0--.__--- 9-1-6 . c6 -_ _._9-419 Plate_Offsets(X,Y)- [B:0-1-10,Edgej.[D:0-3-0,Edg_).[H:. -0,Edge],_[J.0_0-4,0-Q-13j_ A--- LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.23 L-N >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(TL) -0.67 B-N >663 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.52 i Horz(TL) 0.18 J n/a n/a BCLL 0.0 * Code IRC20121TP12007 (Matrix) I j Weight:166 lb FT=20% _BCD'. -10,0 j --- 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-L,G-L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) B=1637/0-5-8,J=1556/0-2-8 Max Horz B=113(LC 13) Max UpliftB=-113(LC 14),J=-77(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-S=-3315/298,C-S=-3259/311,C-D=-3009/257,D-E=-2875/275,E-T=-2089/244, T-U=-2082/251,F-U=-2009/264,F-V=-2009/269,G-V=-2089/257,G-H=-2820/292, H-I=-2954/274,I-W=-3149/332,J-W=-3232/320 BOT CHORD B-N=-233/2990,N-0=-153/2439,O-P=-153/2439,M-P=-153/2439,L-M=-153/2439, L-Q=-148/2413,Q-R=-148/2413,K-R=-148/2413,J-K=-245/2895 WEBS C-N=-388/140,E-N=0/557,E-L=-892/139,F-L=-70/1183,G-L=-875/137,G-K=01510, I-K=327/152 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=38ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-9-6,Interior(1)2-9-6 to 18-11-0,Exterior(2)18-11-0 to ��� P R Q,C- 22-8-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions �, s shown;Lumber DOL=1.60 plate grip DOL=1.60 �GJ� ��1G 1 N E .. 020 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��? �i"57 3)Unbalanced snow loads have been considered for this design. Q- :9 782 P E r! 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. I - , 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 c.-- OREGON '�� fit between the bottom chord and any other members,with BCDL=10.0psf. $ /1x, el- C) T i.,, 8)A plate rating reduction of 20%has been applied for the green lumber members. -9 -IRY 15 � 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. �it \'`,110)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)J except(jt=lb) PA UL '' B=113. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 March 1,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN 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 shon,and is for an Individual building component,not 6111. shown. • o 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle L Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 -------- ' Job TTruss ITruss Type Oty �- K1768159' --_ ---- --- f �____ Job Reference(gptiong I DR_HORTON_PLAN_4706_BA6 GABLE 1 1 Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:14 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCp0-cSftJY1 cdINWKJd?AAvJ9x526R IuRnbJyvwOTUWzgCQR -11""i18-11,0- 18-11 - 1 3775-0 1-0-0 18-11-0 18-6-0 Scale=1:65.4 44 .- 5.00 12 O P Q N • R 5x6 MT2OHS% BE M SBF 5x6 MT2OHS L I' T J K U V Hooli w I li I I �, •� w Y G F II Ii z E II AA D i AB BD C i iit AC BG AD $ I :0 ' ' LA d A A�2S�S2S. A x.61iZS7S_LS a�S 2=2C�i.2.c _A_ w. .. x ... w w w w w w_.. _ 6 4x6= AQ AP AO AN AM AL AK AJ Al4x6 BC BB BA AZ AY AX AW AV AU AT AS AR AH AG AF AE 4x6 - f _� - - - - 5=Q- --- ---H - - - 37-5-0 PlatgQlfset6_- ._11;073_4),0-_1J.<0-3-9,0-3-4.1 1F 0-3-0.Edyej.[V:0-3-0.0-3-41---- --__ _-_-----_. _.....--------� ---.-.,_--------- ------- LOADING(psf) -------_.--- 1 - -. I TOLL 25.0 SPACING- 2-0-0 CSL DEFL. in (Inc) 1/dell Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.05 Vert(TL) 0.01 A n/r 120 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 AD n/a n/a BCDL 10.0 i Code IRC2012/TPI2007 (Matrix) Weight:248 lb FT=20% 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. All bearings 37-5-0. (Ib)- Max Horz B=113(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,AS,AT,AU,AV,AW,AX,AY,AZ, BA,BB,BC,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF,AE Max Gray All reactions 250 lb or less at joint(s)B,AD,AQ,AS,AT,AU,AV,AW,AX, AY,AZ,BA,BB,AP,AO,AN,AM,AL,AK,AJ,AI,AH,AG,AF except BC=292(LC 19),AE=272(LC 1) 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)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-9-6,Interior(1)2-9-6 to 18-11-0,Exterior(2)18-11-0 to 22-8-6 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)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. c j P R 0/C 4)Unbalanced 3)TCLL: Esnow loads have sf been considered for this designlat roof snow);Category II; . CO 8;Partially Exp.;Ct=1.1 `�•`<(.�'`NG,NE��Ss/O 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 ��? �' �fi non-concurrent with other live loads. Q 89782P E �x"-- 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. • 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. • GyNNW 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (---57 OREGON '�� 11)'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 -. , 4' �p 'SP- C/Afit between the bottom chord and any other members. -57/9, RY J \ �Q` 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,AS,AT,AU,AV, f'A UL AW,AX,AY,AZ,BA,BB,BC,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF,AE. - 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 March 1,2016 11.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10103/2015 BEFORE USE. NI Design valid for use only with MTel&connectors.This design is based only upon parameters shown,and is for on 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 Wok' 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 Qualify Cdteita,D5B-89 and SCSI Building Component250 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 I K1768160. DR NORTON PLAN 4706 BB1 GABLE 1 1 L.._- - - - ---- --- ---____-- -.--- Job Rerence(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:15 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-4fDFWu2EOgeBwnZMjcgOUJbIpiEE W1 G58a801 yzgCQQ 1-1-0-01 _-.._--9-5-12 _.----___ 1 18-11-8 19-1.1-8. 1-0-0 9-5-12 9-5-12 1-0-0 4x4= Scale=1:40.7 I H ' G K 7/4/48.o0 j � i I L I I M N 0 j I 18 ki,..N106, i : - i t6 , ,--s , as : 6 4x6 i t AD AC AS AA Z Y X W V U T S R 4x6 II 18-11-8 16414 -- - - ---- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 P n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 P n/r 120 TCDL 7.0 Rep Stress lncr YES Horz(TL) 0.00 P n/a n/a WB 0.07 BCLL 0.0 * BCDL 10.0 Code IRC2012/TP12007 i (Matrix) Weight:123 lb FT=20% 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 Mitek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 OF Std-G,Right:2x4 DF Std-G I Installation guide. _- j REACTIONS. All bearings 18-11-8. (Ib)- Max Horz B=-119(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,P,Y,Z,AA,AB,AC,AD,W,V,U,T,S,R Max Gray All reactions 250 lb or less at joint(s)B,P,X,Y,Z,AA,AB,AC,AD,W,V,U,T,S,R 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)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 9-5-12,Comer(3)9-5-12 to 12-5-12 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 10 the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 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 ��cL PR OFE. ,s non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. eco ANGI NE,c- /Q 7)Gable requires continuous bottom chord bearing. 2 8)Gable studs spaced at 1-4-0 oc. 89782 P E '91" 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.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. , ' 0.411\ 7". 11)A plate rating reduction of 20%has been applied for the green lumber members. •.. Ma 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,P,Y,Z,AA,AB, �� OREGON �N- ..‘„,"7/1/0,, � AC,AD,W,V,U,T,S,R. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. "9�`'9 R Y , l.NA�� ,1 r°A U L r` EXPIRES: 12/31/2016 March 1,2016 ,,A,_WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE AIN-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not WI 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/7P11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle L-- Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312•Alexandria,VA 22314. - - i Corona,CA 92880 !Job /Truss lTtuss Type Qty IPly K1768161 DR_HORTON_PLAN_4706_9B2 !QUEENPOST 1 IJob Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:16 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-YrndkE3s97m2Yx8ZHKLdOW8Ps6VmFOmFMEtZZPzgCQP 4-9-8 I - 9-5-12 I -- _142r0.--. { -- - 18-11-& 4-9-8 4-8-4 4-8-4 4-9-8 4x6 II Scale=1:42.3 C Oi ID 8.00[12I J 4x6 4x6 6 13 fr, 41,1,41p 6I , ISA \ /. EV4_ a 5x8 = H G F 5x8 3x12 MT2OHS ' 12x14 MT2OHS "- 3x12 MT2OHS I I 4-9-8 9-5-12 i 142r9.-- —_1&]..1:8_._- I - — - - -_6 - - - - __ 4-8-4 4-9-8 Plate Offsets(X.Y)- [A:0-0-0,0-0-1nfE;gl e,0-0-13] LOADING(psi) T SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Lid PLATES GRIP (Roof Snow=25 0)TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 l Vert(LL) -0.07 G-H >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.16 G-H >999 180 MT2OHS 165/146 BCLL 0.0 * � Rep Stress InaNO WB 0.51 1 Horz(TL) 0.04 E n/a n/a Code IRC2012/TP12007 (Matrix) Weight:350 lb FT=20% -SGm. __ 10.0--__i — — LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G'Except' W3:2x4 DF No.2 G REACTIONS. (lb/size) A=7568/0-5-8,E=7568/0-5-8 Max Horz A=109(LC 13) Max UpliftA=-902(LC 14),E=-902(LC 14) Max GravA=7768(LC 21),E=7768(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-10325/1295,B-I=-7106/938,C-I=-7053/950,C-J=-7054/950,D-J=-7106/938, D-E=-10326/1295 BOT CHORD A-H=-997/8419,G-H=-997/8419,F-G=-997/8344,E-F=-997/8344 WEBS C-G=-946/7549,D-G=-3076/451,D-F=-373/3585,B-G=-3075/451,B-H=-372/3584 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-2 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 P e`Vp R connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ,�f<, OF�ss 3)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=2ft; \-, �NGI NFF9 /, Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)0-2-12 to 3-2-12,Exterior(2)3-2-12 to 9-5-12,Comer(3)9-5-12 to 12-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions 14,1 -p shown;Lumber DOL=1.60 plate grip DOL=1.60 C1C` 89 782 P E 1.-- 4) 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 . . 5)Unbalanced snow loads have been considered for this design. Ady�/' 6)All plates are MT20 plates unless otherwise indicated. - 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v X40 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 will ,77. T, OREGON ' fit between the bottom chord and any other members. ` / ,9 R Y A 5 , 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=902, PA U L E=902. _ 11)Girder carries tie-in span(s):37-5-0 from 0-0-0 to 18-11-8 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 Q,rd/AELiGaABE(Zig ce2andard March 1,2016 xai�eflxrl _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI , a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. 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 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 1 Job Truss Truss Type Qty Ply K1768161 IDR_HORTON_PLAN_4706_BB2 QUEENPOST 1 Ii 1I —__1_ —_-- 1 Job ReferenceJoptiona Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:16 2016 Page 2 I D:c2 U srFJ E kwFV rKivYgt3TZzgC p0-YmdkE 3s 97 m2Yx8ZH KLd O W8 P s6 Vm FOm FM EtZZP zg CQ P LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-E=-64,A-E=-754(F=-734) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 j K1768162 DR_HORTON_PLAN_4706_BC1 KINGPOST 11 I 1 �JOb Referenctionall _- Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:16 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-YrndkE3s97m2Yx8ZHKLd0W8Rh6Zm F ULFMEtZZPzgCQP 1 -1-0-o I 41-9 — I _9,3A)_ _ —__10-30 1-0-0 4-7-8 4-7-8 1-0-0 4x4= Scale=1:23.1 c I! J 8.00 12 I K H L G B rl D !d ,,J — — ,, E 1d A F 1 1.5x4 11 2.5x4= 2.5x4= I 47,8_. -- I 9-3-0 I — 4-7�— -- — — — 4L-8_ ---- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 ' Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 B-F >999 240 MT20 220/195 (Roof Snow=25.0) ! Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 B-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 D n/a n/a BCLL 0.0 i Code IRC20121TP12007 1 (Matrix) Weight:35 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. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (lb/size) B=448/0-5-8,D=448/0-5-8 Max Horz B=-64(LC 12) Max Uplift B=-54(LC 14),D=54(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-429/42,G-H=-364/44,H-1=-347/47,C-I=-321/57,C-J=-321/57,J-K=-347/47, K-L=-364/44,D-L=-429/42 BOT CHORD B-F=0/283,D-F=0/283 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 4-7-8,Exterior(2)4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;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. o0 P R Ope 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ G�NE- --, siO 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 GJ N fit between the bottom chord and any other members. fit✓ 2 7)A plate rating reduction of 20%has been applied for the green lumber members. ° 89 7 8 2 P E �1--- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -7,/,0 OR ��`' �` "7,9 -1RY 15 ��Q� �' PAUL U L CA\ EXPIRES: 12/31/2016 March 1,2016 E.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 on individual building component,not Illi• 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* 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 r rJob Truss 'Truss TypeQty �Ply K1768163 DR-HORTON-PLAN_4706_SC2 GABLE 1 1 i -�_: ---- --__- !Job Reference(optional. . Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:17 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-01 K?xa4UwRuvA5jIr1 ssZkgdxWv5_xdObud75rzgCQO I -1-0-0 i 4-7-8. - I--- 9-3_0 _._ .._10-3-0 1-0-0 4-7-8 4-7-8 1-0-0 5x8= Scale=1:24,9 C 3x4-i 1.5x4 3x4 Ah 1.5x4 I l 8.00 F12 M N 3x4-/ l %Ott 3x4 1 L.1 I O AI L P K I 8 D ,RI 1-1 A, lit 1.5x4 II F 1.5x4 II T, 4x6= 1.5x4 II 4x6= I 4-7-8 + - 9-3-0 -I -- - --._4=7_8._ _ 4-7-8 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.01 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 D-F >999 180 TCDL 7.0 Rep Stress Ina YES I WB 0.08 Horz(TL) 0.00 D n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 I (Matrix) Weight:53 Ib FT 20%= o 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. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _J REACTIONS. (lb/size) B=448/0-5-8,D=448/0-5-8 Max Horz B=61(LC 13) Max Uplift B=-54(LC 14),D=54(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=-433/41,K-L=-370/43,L-M=-358/45,C-M=-330/55,C-N=-329/55,N-0=-358/44, O-P=-370/42,D-P=-433/41 BOT CHORD B-F=0/298,D-F=0/298 NOTES- 1)Wind:ASCE 7-10;Vult=12Omph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=oft; 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 4-7-4,Exterior(2)4-7-4 to 7-7-4 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/I-PI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 P R 4)Unbalanced snow loads have been considered for this design. �Q OF 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 \�'\ �GI N���s�O non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. ,e_,,,,-,, ? 1,-7 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CZ' 89782 P E 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 etwean the bottom chord and any other members. ' A 2 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)B,D. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9 OREGON �'�' 4/0 PA U L �\J EXPIRES: 12/31/2016 March 1,2016 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NMI 1 Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not o 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 Mil-el(' 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 K1768164 DR_HORTON_PLAN_4706_BC3 KINGPOST 1 11 1 _----- -L--------i--.---- ,JobReference(optional) ---- 1 Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:17 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-01 K?xa4UwRuvA5jlr1 ssZkgbZWv?_xZObud75rzgCQO I -1-0-0 I 4-7-8 - - 1. 8-9.0 H 1-0-0 4-7-8 4-1-8 4x4= Scale=1:23.0 C I J K 8.001;2-- D .00112D 3x4 /11H G I * L E B ` Id 41 Id A .0.. F I 1.5x4 I i 2.5x6 II 2.5x4 -- I --4.7,8 -- - I 1L99 -H -- -- -_ Plate Offsets(X.Y)- [B:0-4-9.0-0-81.[E:0-3-5.0-1-41 ----_._----- __ - -.---�- LOADING(psf)5.0 ps25 0 SPACING- 2-0-0 I CSI. DEFL. in floc) I/defl Lid 1 PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 B-F >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 B-F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 E n/a n/a • Code IRC2012/TP12007Matrix Weight:35 lb FT=20% BCDL 10.D. I 1 ( ) __- ------- -- 9 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 I MiTek recommends that Stabilizers and required cross bracing SLIDER Right 2x4 DF Std-G 2-4-8 be installed during truss erection,in accordance with Stabilizer .installation_guide. _ REACTIONS. (lb/size) B=442/0-5-8,E=352/0-1-8 Max Horz B=61(LC 13) Max Uplift B=-56(LC 14),E=-14(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-395/28,G-H=-330/30,H-I=-307/33,C-I=-264/41,C-J=-280/46,J-K=-293/41, D-K=-301/38,D-L=-331/38,E-L=-383/34 BOT CHORD B-F=0/251,E-F=0/251 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=oft; 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 4-7-8,Exterior(2)4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;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 ,`�Q`VO P R Or�ss non concurrent with other live loads. G.I N E- 9 /O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Co N 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 ��7 �fi fit between the bottom chord and any other members. - 8.782 P E �T-- 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 at joint(s)E. ,7\'' .;). 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,E. / .•,,. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r7 --, 9,L OREGON '-• Q- 0 17,9,.1RYAS ;�Q_ �°A UL P EXPIRES: 12/31/2016 March 1,2016 Al 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, EXPIMil 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/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle , Safety Information available horn 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 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I■ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0.1/ " 1111=311111.1112. Truss bracing must be designed by an engineer.For 6 11 wide truss spacing,individual lateral braces themselves 1146\1114,11b1 may require bracing,or alternative Tor I 41.111011EAiii pbracing should be considered. or— 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�a c6-� cs-a �— designer,erection supervisor,property owner and plates 0-1/1 ' 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 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 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,ESR1352,ESR 19$8 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. 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 Trusses are designed for wind loads in the plane of the specified. "I. Indicated by symbol shown and/or 9 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 BEARING or less,if no ceiling is installed,unless otherwise noted. 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. *MO reaction section indicates joint — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. (•MIN 11.=-.111 g018.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with industry Standards: project engineer before use. Mil ANSI/TPII: 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, ! miTekt20.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. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 , I ' Standard Gable End Detail � ST-GE120-SP L—)= — -- i — -- MiTek USA,Inc. Page 1 of 2 r----\ / L__ _�r r ' J Typical_x4 L-Brace Nailed To I ( 2x_Verticals W/10d Nails,6"o.c. Vertical Stud L_— L. - ,--_..,�-_ I Vertical Stud (4)-16d Common \ DIAGONAL jr--- I l \W--..p.--!A -,,i.L. .,\ \ Wire Nails BRACE ( U. MiTek USA, Inc. 1 - 16d Common SECTION B-B I,+ / Wire Nails DIAGONAL BRACE i _ Spaced 6"o.c. 4'-0"O.C.MAX L- -- — - - r — -_ I (2)-10d Common .� ` 2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS ( I\\ SHOWN ARE FOR ILLUSTRATION ONLY. / I I �'�- Typical' Horizontal Brace �/ �`\\ Nailed To 2x Verticals ..---2-'- 1 - 12 i SECTION A-A 2x4�Stud w/(4)-10d Common Nails �- -�A . ''''-• �j Varies to Common Truss L - — -- — - * �,, PROVIDE 2x4 BLOCKING BETWEEN THE FIRST —%.;,-re2:. Alreft.�t/,,01E.:-„4"4/-,�v/ -'--\ SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING __..A DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. /' I ** G `-- ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. / 3x4= %'D H D 113 D B '. -B 0 ��. (4 ) 8d NAILS MINIMUM, PLYWOOD // • ' ; / ///i_Z, / //;JT'///.z'-/ SHEATHING TO 2x4 STD SPF BLOCK * DiagonalBracing ** -L-Bracing Refer \� // Refer to Section A-A to Section B-B »— 1 / 24"Max! Roof Sheathing NOTE: 1 _ .^ - 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. V %N 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 "3« I (2)-100- , -� 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT ' �i i / ( (2} 10d NAILS deBRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / !1 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 i / DIAPHRAM AT 4'-0"O.C. / 1-, /Tru$ $ @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A >. ''mo1 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ice. )\// BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4) 10d NAILS THROUGH 2x4. 2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace ;' ; `� ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L240. at 1/3 points- ' COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed \&- \ TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. I \_______ i 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 1 06-01-12 BY SPIB/ALSC. End Wall c ---HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL 1 •---_ , Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT I Stud Size Spacing Brace 1L-Brace L-Brace BRACE 1/3 POINTS 1 Species - — and Grade Maximum Stud Length • 12x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 t 6-9-13 8-6-4 12-9-5 2x4 SP No.3/St 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud i 24 O.C. 1 3-3-11 1 3-4_14 i 4-9-13 6-7-7 ( 9-11-12 44- 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 I EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH -- --- -- 1 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. i