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Plans (66) /14-57)-01(e G4-r/?/ ' 15 //r cw ,�'.. 't t /-I--7 s' DR 'HORTONtb� i PLAN 4706 "B" GARAGE RIGHT 512 P±) 5/12 PITCH 1-0 O.H. do a m (" �` 8/12 PITCH 1-0 O.H. o z W w 25# SNOW o < m . . _ . . . ) m COMP Q M 0 0 51 ? 7 ttvs Q GI) 1 � ARIEL TRUSS CO INC. o'1'/tAmitl� is > (360) 574-7333 f - . - DRAWN BY: KEVIN LENDE c - : 1 r �mill i W 1 GABLE cit AD 0 STRUT ' 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 } DR HORTON PLAN 4706 "B" GARAGE LEFT M .112 oz o a M lisdko. II 5/12 PITCH 1-0 O.H. Ap �� 0 8/12 PITCH 1-0 O.H. w 25# SNOW m • A I m COMP a 0 II 4 4,12,,,b,IARIEL TRUSS CO INC. it 147/1ION= ) 360 574-7333 01116111PIREIL I '. ilt z . drain::: - • :: .,..., AdIUIIiI1.11 a g • GABLE :airwi,M1N 18-1 1-08 A DDST- • TS IIN Z SPAN DBL T/C 9-03-00 0-6-14 TOTAL HEEL SPAN STUB 0-6 ON THE UPPER 8/12 HERE MiTek� Imo 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. (IAO PROFiS'S C.1 �NGINE$q /O ' 89782PE �r 9 OREGON '�� 2i �q/iY 1 �<c,Qe PAUL R March 1,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. r i. Ype ITiK1768154 Job Truss Truss T Qty Y 1 I IDR NORTON PLAN 4706_B(A1 MOD.QUEEN 3 1 _% 1 Job Reference(optional) -- Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:07 2016 Page 1 ID:c2U srFJ EkwF V rKivYgt3TZzgC p0-J6kDr9yDGMeJzYygFxh W9dGm U UM7eJ7wIKCbIQzgCQY 1-0-9 _-_- 6-10-13 I 124.0-1 ..---i_— 18-i1-9.----- 1 24-11-15 i 30-11-3 .._37-109----..__-_-._-3$_10- 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= 5.00 112 F •yi 3x4% V 3x4 4x6% U 4x6 E G DH 1141414044044,0..._ 1.5x4\\ NI1.5x4 C I /111101/ T W J K v d . O P Q NR S L o 4x6 = M 4x6 3x4= 3x4= 4x6= 5x8= —. 9-9-10 , 18-11-0 I 28-0-6 — 1 _37,10,0_ i ------ -.._._.------.-.19_10—-.-------- ......_....._.—.___ -9,1.6_- -- —---..__ -.--_._91-Sz____...--- - ._._. ._._9.9.10._--.. Plate Offsets(X.Y)-- [B:0-1.10.Edge1.[D:0-3-0,Edgej,(H:0-3-0.Edgej,[J:0-1-10.Edgej — T1 -- —. T--- LOADING(psf) SPACING- I DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 2-0-0i CSI. (Roof Snow=25.0) PlatteeGrip rip 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 B-O >664 180 MT2OHS 165/146 BCLL 0.0 * Rep Stress Incr YES WB 0.53 Horz(TL) 0.18 J n/a n/a BCD Code IRC2012ITPI2007 (Matrix) 1 Weight:168 lb FT=20% .1..09 .. — — — — -- 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 1 I be installed during truss erection,in accordance with Stabilizer 1 Installation guide. --------_..._.---____-- REACTIONS. (lb/size) B=1648/0-5-8,J=1648/0-5-8 Max Horz B=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-30371259, I-W=-3287/313,J-VV=3343!299 BOT CHORD B-0-216/3015,O-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=6811204,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; �Q`ED P OFFS 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 �5 OAG f N Ek-x? "C 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. :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. -I'5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcun ent with any other live loads. .." r 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9 OREGON X41) fit between the bottom chord and any other members,with BCDL=10,Opsf. - 8)A plate rating reduction of 20%has been applied for the green lumber members. -Ti-, e, (.29 y . Z 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 'TJ joint J. PAUL ? 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 411 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev,10103/2015 BEFORE USE. Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual but ding component,not i �I' 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. Bracng indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi It ek• is always required for stability and to prevent colapse 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,D5B-89 and 11051 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 I Truss 'Truss Type JQty Ply I K1766155! DR NORTON PLAN_4706_SA2 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 16:55:09 2016 Page 1 ID:c2UsrFJEkwFVrKivYgt3TZzgCpO-FVr GrzTo_u1Cs6DNMj_E2LFiHBG6K4DIehipJzgCQW -a-0 .._--- ------_- -------. _.-.18310--.__._ .._----- ---------- I 37-10.-g --------.._- 1-0-0 18-11-0 18-11-0 Scale=1:66.1 4x6..-- 5.00 _5.00 112 O P Q N I-6 R 5x6 MT2OHS% LBF M _ ) S BG T 5x8 MT2OHS J K U V H �` ,• W X G I Y F I 1 I ZU I i ; Ii AC BH1 .�- ._._-. _.... _..... _ LI L 1 AD d x-Sc-x-x-x-x-x--rr-Y.._B�.C:=�%._X R�r�c_R'�z_5c_:x�z�r ..K:=: �z-x-x->z-y-r-x�z-Y scXgac.-�LX=x_:\ d 4x6 -- 4x6= BD BC BB BA AZ AY AX AW AV AU AT AS AR AQ AP AO AN AM AL AK AJ Al AN AG AF 4x8 _._----_ ._-_ 37-10-0 ----------- 37-10-0 Plate_Ci-ffsets((X.YY--jJ Q-3-0.0-3-4].(P'0-3-0.Edge1 I�03-0 0-3-41 ---------- -_-----._-------- --------- -..----- LOADING(psf) - - - TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in loc 1/dell Lid 1 PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 AD n/r 120 ' MT20 220/195 TCDL 7,0 1 Lumber DOL 1.15 BC 0.05 Vert(TL) 0.01 AE n/r 120 MT2OHS 165/146 BCLL 0.0 ' Rep Stress Ina' YES WB 0.12 Horz(TL) 0.00 AD n/a n/a j Code IRC2012/TP12007Matrix _B�D�. 10.0 1 ( ) j Weight:250 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 -- MTek recommends that Stabilizers and required cross bracing 1 I be installed during truss erection,in accordance with Stabilizer j 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,All,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.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. r�EO P R ore '�� 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 srs' 4)Unbalanced snow loads have been considered for this design. :Z) 0NG(NE�c9 /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 C? 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. j i 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. 9y OREGONei,'•(Q 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 Q fit between the bottom chord and any other members. "1:9 L'9 Ry AS a< ' 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, -AUL " 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 41,WARNING-Verify design panmebns and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE*51.7473 rw.10/03/2015 BEFORE USE. Design valid for use only with MiTek01 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 V!E lirek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the r 1 R fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/fill Quality Cdteda,DSB-59 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss !Truss Type Qty Ply K1768156 DR_HORTON_PLAN_4706_t1A3 IMOD QUEEN 1 1 1 — _.__-_-_ 1-_- ---._-_--. -.__..._-.- -----__._-_ -_ 1 Job Reference(ootionall _.__... 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-jhPMT6 5ZHOugOhPx3EDnFuG?hNkrezM_IQFLIzgCQV h .-...---6-93---.. --1----_12-104_ _H 18.11--0-_----- 1---._---241115-- --1---_-_- _._31013. -__.---_ ; 37-10-0 _.__-- 38-1¢p 1-0-0 6-9-3 6-0-15 6-0-15 6-0-15 6-0-15 6-9-3 1-0-0 Scale=1:71.7 5x8 MT2OHS= 5.00 i12 F 3x4% W 3x4 4x6% V 4x6 E G D H tie q NI 1.5x4 \\ 1.5x4 // iiii _Lg.__ ,.. / 6 U X � TI1 i _. _.. K J e ---- _ _ 4x6= Q P O N M L 456=- 354 3x4= 4x4= 4x8 _ 4x4'- 3x4 _ 1.5x4 Jr 1.5x4 II F___-__--__ 7-11.19__. .-.._-- ! .__._--_14-6-13 ..-- y_-_.18-t14_-_-..__..i_.__23.43___--i._--_._._29 4_4—.-----{.- 37-10.0.. ----1 — ._.._.._7c11-12 6-7-1 4-4-3 4-4-3 6-7-1 -_-_._.____.__....-.. 7-11-12 PIate.Offsets(X.Y)-- IB'0-1-10.EdgeL[R;Q ,Edge]..1:�3 0 Edge].[J:0-1-1Q,E1ge]_- — ----- LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCL! 25.0 plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.24 N >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.69 N >652 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.18 J n/a n/a BCLL 0.0 BCD Code IRC2012fTP12007 (Matrix) I Weight:186 lb FT=20% 10.0_ 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. (lb)-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=-2629/315, F-V-2549/327,F-W=-2549/327,G-W=-26291315,G-H-3156/330,H-1=-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-0=-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=6.0psf;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 ��0) P R Op 22-8-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions �'NE .o sholate 2)TCLL:ASCE 7r 0;Pf=25 Oppsf(flatPoof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ���� �N �� 0�, 3)Unbalanced snow loads have been considered for this design. Q 89782 P E 1.-- 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. 0-.--.,01 r 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M 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 tail by 2-0-0 wide will 17 OREGON 4") fit fit between the bottom chord and any other members. l /.1:3`8)A plate rating reduction of 20%has been applied for the green lumber members. -9,,9, �•�/ZsY A 5 2 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, /r �' J=115. PAUL R�� 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 12 lb up at 18-11-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12/31/2016 12)tIntthee LOAD 2SE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). March 1,2016 __ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 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 a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r� building design. Bracing indicated kpermanent to prevent buckling of individual truss web and/or chord members only.Additional temporary and 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 Cdfeda,D5B-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty 1Ply K17681561 DR_HORTON_PLAN 4706_�A3 MOD.QUEEN 11 1 IJob Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Feb 29 16:55:10 2016 Page 2 ID:c2UsrFJ E kwF V rKivYgt3TZzgCpO-jhPMT6_5ZHOug0hPx3E DnFuG?hNkrezM_I QFLIzgCQ V LOAD CASES) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-F=-64,F-K=64,B-J=-20 Concentrated Loads(Ib) Vert:N=63(F) A,WARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED M/TEK REFERENCE PAGE UI1.7479 rev.10/03/2016 BEFORE USE. 111111• Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated B 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/1PIt Quality Cliteda,DSB-89 and SCSI Building Component i 250 Klug Circle rm Safety Inloallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 -Job Truss 1TrussType Qty Ply —_— K1768157 DR _HORTON_PLAN_4706A4 MOD.QUEEN 4 ( 1i --_-- ( 1 Job Reference_(optiona).-_- 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-8tzkgX?jKb8ISAGbUmISJTQPL5j1 a5FWDyApuBzgCQU -11-(3-9 -----.__6,9,3------_----- 1 12-10-1 1 ------_16-110_..----- ---i------2_4_1 - - -•- i 37,..W 1 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 MT2OHS= 5.00 112 F ill 3x4% 3x4 4x6% U V W 4x6 E G D H ya1\ \l144%14,, r' 1.5x4\\ 1.5x4 // 10 2 C /, X '4A0001.? -._.---- s 1.5x4= L -- --------- a) d 4x6= P O N M L K 8x6.== 3x4= 4x4 -== 4x6 . 4x4= 3x4 = 1.5x4 II 1.5x4 11 I —7,1,1,12—___-_.- I __ 14-6-13 .A--__..iR-11-0_ I 23-3.3 -..._--__ 29-10-4 _._....._.4-.—. 37,5-0 _._..._..._._.—_a 7-11-12 --__—_ 67-1_-_---- 4-4-3 4-4-3 _--._6,7,1 ....-. __ -.--__..7-6.12 ----- Plate Offsets(X Y) [B:0.1-10 EdgeJfOLO-3..Q,Edge1 jH_0-3-0.Edgej,j 2 Edged--------------- _—_—. — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.23 M >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.67 M >668 180 MT2OHS 165/146 TCDL 7.0 . Rep Stress Incr NO WB 0.65 Horz(TL) 0.17 J n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 1 (Matrix) 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 UpliftB=-115(LC 14),J=-78(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-26001310, U-V=-2593/317,F-V=-2520/330,F-W=-25031332,G-W=-2584/320,G-H=3046/350, H-1=-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-Ne-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; �� P FS 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 Q OF 22-8-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions Gi • tet shown;Lumber DOL=1.60 plate grip DOL=1.60 .0 �0 €' Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� 29 3)Unbalanced snow loads have been considered for this design. 4C— :9782P E I"- 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. y� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1� Fall 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 t'' •REGON '` fd between the bottom chord and any other members. ?yw 11 O 'T 8)A plate rating reduction of 20%has been applied for the green lumber members. '9,9 �"4 JAY AS 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 7 •� 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 U I- ' 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 Contiued 18-11-0 onon bottge om chord. The design/selection of such connection device(s)is the responsibility of others. March 1,2 16 Ali,WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 rev.10/032015 BEFORE USE, 11111' 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. Brocing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®I* 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/SPIt Quality Criteria,058.89 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 (Job Truss Truss Type 1Qty (Ply i K1768157 DR NORTON PLAN_4706_1A4 MOD.QUEEN 4 1 I Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 2916:55:11 2016 Page 2 ID:c2UsrFJEkwFVrKlvYgt3TZzgCpO-BtzkgX?jKb81SAGbUmISJTQPLSj 1 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(Ib) Vert:M=-63(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A10-7473 rev.10/032015 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 M i IT lkis always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Quality Criteria,DSB-$9 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 IPly 1 K17681561 1DR HORTON_PLAN 4706_BA5 MOD.QUEEN 5 1 Job Reference]tionak_ Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 2916:55:12 2016 Page 1 I D:c2UsrFJEkwFVrKivYgt3TZzgCpO-f4X6utOM5vGc3Jro2UGhsgzcvV3LJaVfRcvM Q dzgC QT - Q 6-10-13 . -12-10-L _ 18-11-0__.-.-- - - .r 1L-3_ — y 37-5-0 H 1-0-0 6-10-13 5-11-4 6-0-15 8.0-15 5-11-4 6-5-13 Scale=1:88.9 5x6 MT2OHS= 5.00 r2 F 3x4 IIIIIIIIIII` % 3x4 6 U V • 4x8% T 4x E , G D H PT 1.5x4 \\ 71.5x4 ,i a�6 C I I . 1* .\\\ii W S J d 4x6= N O P M L Q R K d 4x6 _ 3x4= 4x6= 3x4-_ 5x8= _ 9-9-10 _T___-_-- 161-0----- - - _2.8-0-6---- 37-5-0 --------- - ------..�---- 9-1-6 _-OrirS.---- ------1-4]0.__..-- Plate_Offsets(X.Y)- [B:0-1-10.E•9e).[D:0-3-0.Edge[.[H'0-3-0,Edge]4 _Q 4,0-0-13].----_-_-__—.--_—_-- — —_---___ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0(Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.23 L-N >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.67 B-N >663 180 MT2OHS 165/146 BCLDL 7.0 * Rep Stress Incr YES WB 0.52 Horz(TL) 0.18 J n/a n/a Code IRC2012/TP12007 (Matrix) Weight:166 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 80T 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=20821251,F-U=-2009/264,F-V=-2009/269,G-V=-2089/257,G-H=-2820/292, H-I=-2954/274,I-W=-31491332,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=0/510, 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 <,,¢,,0 P R°per,, & 22-8-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces MW , FRS for reactions �)NE shown;Lumber DOL=1.60 plate grip DOL=1.60 ,� 0...,‘� E� d 2)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� ' -57 3)Unbalanced snow loads have been considered for this design. :9782 P 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 psi on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. I"1 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rr 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 9 OREGON ,z;.-40 fit between the bottom chord and any other members,with BCDL=10.0psf. f, 4i q.Q- 8)A plate rating reduction of 20%has been applied for the green lumber members. 9.c) 0q -%RY 2 k, 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. T/r a.\NI 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)J except(jt=lb) u-A U L " 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 A WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A91-7473 rev.10/03R015 BEFORE USE. Design valid for use only with M7elux 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 Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mak* is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regardng the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualify Criteda,055-89 and SCSI 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 Truss Truss Type Qty IPIy 7 1 K1768159 DR_HORTON PLAN 4706_ A6 GABLE 1 1 1 Job Reference(optional) I 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:c2UsrFJEkwFVrKivYgt3TZzgCpO-cSftJY1 cd VmI<Jd9AAvJ9x526RIuRnbJyvwOTU WzgC QR -11491---_____ __ _-....._.__..._._.. 1811-0_ _...___.-.- t _..--- _-- 37-5-0 _.----- 1-0-0 18-11-0 18-6-0 Scale=1:65.4 4x6 5.00 112 0 P Q N OS R 5x6 MT2OHS% BE M 1 SBF 5x6 MT2OHS L T 44, J K U I V H Ile esW X G Y E I I I Z AA D 1 II AB BD C i i - AC BG �l 0 - = n n zc�c.a:axx x-1s-.a_.a_ e'.7s • ---�@- .. _.---�---(# - �,n 1'-- --EY-x �.. 4x6 AQ AP AO AN AM AL AK AJ Aln 4x6 BC BB BA AZ AY AX AW AV AU AT AS AR AH AG AF AE 4x8= I _.. - 37-5-0 _P 1att91flgts_.(X,Y) -. .0,3,00--4-MP_L0-3-0 Edgej.[V:0-3-0.0-3-41 -- --- ---------- ----- _---- - --- LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl lid PLATES GRIP Plate Grip DOL 1.15TC 0.08 Vert(LL) 0.00 A n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.05 Vert(TL) 0.01 A n/r 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 BCDL 10.0 (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 REACTIONS. All bearings 37-5-0. Installation guide. (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,Al,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&M WFRS 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. 0j ) PR OF`C 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 -`�(, c5's 4)Unbalanced snow loads have been considered for this design. �Gj 0.40.1N4- NGI NEF /© 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 ,C? 2 non-concurrent with other live loads. 2 89782PE ter. 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. *.• i 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. v0..tricz „.09 . CO 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 -, X46 OREGON O'er Q''' fit between the bottom chord and any other members. -9,c, `-'4i y 16 (1', ./C‘. 12)A plate rating reduction of 20%has been applied for the green lumber members. 7 J 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, Aq 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 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AO1-7477 rev.10103/2015 BEFORE USE. me NI 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 ncorporate this design into the overallbuilding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lT ek- 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 Cdteria,055.89 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 i Truss I Truss Type Qty IPly 1 1 K1768160 IDR NORTON PLAN_4706_ 131 GABLE 1 11 L_.__-___-- _._._-.-- 1 Job Reference(optional)_ ._..- 1 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-4+DF Wu2E0geBwnZMjcgOUJblpiEE W1 G58a801 yzgCQQ I-1-0-0 f__�--.._�._.------.---_._ 9-5_12--_---- I 18-11-8 ---------.--..__ ..__09'11=8.1 1-0-0 9-5-12 9-5-12 1-0-0 4x4= Scale=1:40.7 H J G K 8.00112 F ' L ■ I D C 0 I V 1 I P B �y A �L) ± :Li __. 11 y ,1 I. Q la "OI^/ J����4!_� � ����"XXX .Z.XX.X X7Z TC-X Bxxx -A. X:XSZ-RXX-u_SC--SZ�j�.( �� Ld 4x6 II AD AC AB AA Z Y X W V U T S R 4x6 II --._-.-----._-....._..-.._..----_..-_._ 18-11-8 _18-1151___. LOADING(pa) I 2-0-0 CSI. DEFL. in (bc) Vdefl Ud PLATES GRIP TCLL 25.0 ! Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 P nil- 120 MT20 220/195 (Roof TCDLSnow=25.)0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 P n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 P n/a n/a Code IRC2012/TPI2007 (Matrix) Weight:123 lb FT=20% BCDL 100 i._..._ LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G - WEDGE MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Left:2x4 DF Std-G,Right:2x4 DF Std-G I Installation guide. i 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,M,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 Comer(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 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 ��RE© PR 0....p.4.. „ non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. C3 N�'I NEF9"Wo 7)Gable requires continuous bottom chord bearing. 2 8)Gable studs spaced at 1-4-0 oc. 4� 89782 P E -9r, 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 - fd between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. +. 12)Provide mechanical connection(byothers)of truss to bearingplate capable of withstanding100 lb uplift at joint(s)B,P,Y,Z,AA,AB, (e) AC, AC,AD,W,V,U,T,S,R. p p 19 OREGON o'-• 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1:91._ 9 1._ 14 P Y AS �- 44'' 9 NI PAUL 0 EXPIRES: 12/31/2016 March 1,2016 iti,WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not lot 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/Tell Qualify Cdteda,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 i !Job ,Truss !Truss Type ;Qty Ply 1 ! K1768161 IDR_HORTON_PLAN 4706_ B2 IQUEENPOST 1 I ]_ 3IJob Reference(oprronal)- -----------------. Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:55:16 2016 Page 1 ID:c2UsrFJEkwFV rKivYgt3TZzgCpO-YrndkE3s97m2Yx8ZHKLdOW8Ps6VmFOmFMEtZZPzgCQP F — 4-9-8 9-5.12F 14-,:Q_ 18.11--8_. — 4-9-8 4-8-4 ------- 4-8-4 1 4-9-8 -----__-1 4x6 I I Scale=1:42.3 C ,IIIIIIIIIIIIIIISNihh.. 8.00 124x6 iB11\141Ss AE -LJ �, jrb I. — — . — — —_ No d 5x8= H G F 5x8 = 3x12 MT2OHS !I 12x14 MT2OHS= 3x12 MT2OHS I I 4-9-8 9-5-12 -.. -142_0-.----_---.._.--i-.-------..-_.._--18-11:x. -- --------- --- I.. --..-.-_.- ..----- -- ------- 4-8-4 4-9-8 --- Plate Offsets(X,Y)- (A:0.0-0.0-0-13J�[E:Edge.0-0-13J -_-__ -_ -----..-- --_.._.__-.--_-_.-..------____---- LOADING(psi) SPACING- 2-0-0 I CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15TC 0.28 Vert(LL) -0.07 G-H >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.38 Vert(TL) -0.16 G-H >999 180 MT2OHS 165/146 BCLDL 0.0 *7.0 Rep Stress Incr NO 1 WB 0.51 Horz(TL) 0.04 E n/a n/a Code IRC2012/TPI2007 I (Matrix) Weight:350 lb FT=20% BSA1,. Mk 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 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. (Ib)-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=94617549,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 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. '<(- P R OF�ss 3)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=2ft; �tj �y(3 NE /� Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-2-12 to 3-2-12,Exterior(2)3-2-12 to 9-5-12,Comer(3)9-5-12 to C? 9 12-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions w �17 shown;Lumber DOL=1.60 plate grip DOL=1.60 Q 89782 P E �' 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. • 7,- • 6)All plates are MT2O plates unless otherwise indicated. Y""' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c- �() 8)*This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectan le 3-6-0 tall by 2-0-0 wide will 17OREGON 9 fit between the bottom chord and any other members. '9 y(/q R Y 15 Z. Q� 9)A plate rating reduction of 20%has been applied for the green lumber members. i 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, �I 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 O EEM€Efandard March 1,2016 A,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE PI-74T3 rw.10/03/2015 BEFORE USE. 01" Design void for use only with Mick®connectors.This design is based only upon parameters shown,and is for an Individual butding component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi it ek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Cdteria,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 K1768161 DR_HORTON PLAN 4706_882 QUEENPOST 1 3 Job Referenceloptionea.__ Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 2916:55:16 2016 Page 2 ID:c2UsrFJEkwFVrKivVgt3TZzgC p0-YmdkE3597m2Yx8ZH KLdO W8Ps6 Vm FOm FMEtZZPzgCQP LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:A-C=-64,C-E=-64,A-E=-754(F=-734) WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 rw.10/03/2015 BEFORE USE. N. Design valid for use only with MiTek*connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 Cdteda,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type 7Qty Ply 1 DR_HORTON PLAN 4706_EtC1 KINGPOST I1 I 1 K1768162 _._ 1-_._..._._.1 JJob Reference(optional) i� 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-YrndkE3s97m2Yx8ZH KLdOW8Rh6Zm F ULFMEtZZPzgCQ P 1 -1-0-0 1 43,8___.---------_---- 1 9-3-0 I 10-3-0 H 1-0-0 4-7-8 4-7-8 1-0-0 4x4= Scale=1:23.1 C PHI 8.00 112 G H i J K L D �d I B LL.._. --- — a J — ,�, // E d A i F 2.5x4= 1.5x4 !1 2.5x4= 4_7 -_-----------.._..----- --___...--------- 4.7$ LOA TCLDING(psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 I TC 0.16 Vert(LL) -0.01 B-F >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 I BC 0.13 Vert(TL) -0.03 B-F >999 180 BCLL 0.0 ' Rep Stress Incr YES 1 WB 0.08 Horz(TL) 0.00 D n/a n/a F BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:35 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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. 1 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-G=-429/42,G-H=-364/44,H-1=-347147,C-1-321/57,C-J=-321/57,J-K-347147, 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)2-0-010 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. �Ep P R Of- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , s 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �J�5ANG I N4- Wo, fit between the bottom chord and any other members .? �i� 7)A plate rating reduction of 20%has been applied for the green lumber members. 4C' 89782 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. �y OREGON o* Q PA u L rt EXPIRES: 12/31/2016 March 1,2016 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. relit Design vafd 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 requited 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 Cdtesta,DSB-89 and SCSI Building Component 250 Klug Circle Safety Informatfon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type 1Qty Ply 111 K1768163I DR_HORTON PLAN 4706_QC2 GABLE 1 1 ' --_-_------__-- .Job Reference(oOtionaU----._----_.__.-- J 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-01K?xa4UwRuvA5jlrlssZkgdxWv5 xdObud75rzgCQO -1-0-0 I 4-7-8 1-0-0 47 8 -------- ----._.- .-...-...--.. 9-3-0 8 -_ _-. ._--i--10-03--00.-i 1- 5x8= Scale=1:24.9 C 3x4 i 1.5x4 3x4 de 1.5x4 II 8.00 r12 N M /IIP ` 3x4 i 3x4'� ailli 0 K 0 `1__ D , �, E a A 1.5x4 H F 1.5x4 H 4x6= 1.5x4 11 4x6_ 1 i4-7-8 __---_ -_-__.---+----.-- ------------- 9-3-0 - ----- -1 - - - 4-7-8 - _47-8_...__ LOADING(psf) j ; TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (lac) Men Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.01 D-F >999 240 MT20 220/195 TCDL 7,0 i Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 D-F >999 180 Rep Stress lncr YES WB 0.08 Horz(TL) 0.00 D n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012ITPI2007 (Matrix) I Weight:53 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. 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 I_Installation guide. REACTIONS. (lb/size) B=448/0-5-8,D=448/0-5-8 Max Horz B=61(LC 13) Max UpIiftB=-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-O=-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;Vuft=12Omph(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 4-7-4,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 bads 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. 40 P R OFFS 5)This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �C- non-concurrent with other live loads. c J\CD �NGI NF fig cS/0 6)Gable studs spaced at 1-4-0 oc. Lop 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC c9782 P E f'" 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 fit between the bottom chord and any other members. . 9)A plate rating reduction of 20%has been applied for the green lumber members. • 10)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 ' AUL. - EXPIRES: 12/31/2016 March 1,2016 111 i�,A I WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 581-7473 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 an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 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 IJob Truss Truss Type IQty Ply K1768164 DR HORTON_PLAN_4706_ C3 KINGPOST 1 , 1 `— 1 jJob ReferenogAoptional) 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 -1-0-0 ... __..-.___.----_--_.----_444_._..-..._- I 8.9-0 H 1-0-0 4-7-8 4-1-8 4x4= Scale=1:23.0 C I J K 8.00;12 D 3x4 a A H G , L E B y la mq �" — - L . 166 A '0=; 1.5x4 I 2.5x6 II 2.5x4= 47,8 I --- —. 0 1 4-7-8 — .---------.----_.— --__.- -------- 4-1,8 Plate Offsets WO- (B:0-4-90-0-81.[E:0-3-5.0-1-43- _.-__-------------- — -- - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 B-F >999 240 MT20 220/195 TCDLSnow=257 O Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 B-F >999 180 BCLL 0.0 • Rep Stress lncr YES WB 0.09 Horz(TL) 0.00 E n/a n/a Code IRC2012/TPI2007atrix M BCDL 1 O,Q ( ) Weight:35 lb FT=20°h 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&Btu 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 REACTIONS. (lb/size) B=442/0-5-8,E=352/0-1-8 Linstallation guide. 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(lb)or less except when shown. TOP CHORD B-G=-395/28,G-H=-330/30,H-I=-307/33,C-1=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=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 ���1) PR Q, . non-concurrent with other live loads. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. .Gj NGI NEF9 !Q 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 C? �fi fit between the bottom chord and any other members. 8 e 782 P -37- 7) 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. • 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. ►/ 9,G CO OREGON c.) Q„ *,-7/1/e,, Rk �'A U L c, .<,„�� EXPIRES: 12/31/2016 March 1,2016 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 881-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTela connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111 a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NI■BCTek` is always required for stability and to prevent cot apse with possible personal Injury and properly damage. For general guidance regarding the 1 K fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Craerla.058.89 and ICSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols 1 Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y I I 6-4-8 dimensions shown in ff-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS .. 2. Truss bracing must be designed by an engineer.For 0"Nil l 4 I wide truss spacing,individual lateral braces themselves �� mayc reng o bracing,or alternativeeredTor I !cL* .. pbracing should be considered. 3. Never exceedthe design loadingshown andnever 1—� s0 stackmaterialsoninadequatelybracedtrusses.1°1°'® a O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7$ co- F— designer,erection supervisor,property owner and plates 0 'na' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 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 �� 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. I 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing indicated on design. if indicated. j 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 I or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. ill 11.1111reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. �� Min size shown is for crushing only. M� 18.Use of green or treated lumber may pose unacceptable =1 ( environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: 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 Bracing. t idlliur is not sufficient. BCSI: Building Component Safety Information, e I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1r ANSI/TPI 1 Quality 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 L _1 - (R _ ------- MiTek USA,Inc. Page 1 of 2 t r it Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud -_,� �. L.__ _ __.� _ Vertical Stud (4)-16d Common DIAGONAL (— L_-l�� Wire Nails \ , �\ ,- - � MiTek USA, Inc. 1 16d Common SECTION B-B y��--_ Wire Nails I DIAGONAL BRACE y Spaced 6"o.c. 4'-0"O.C.MAX ( (2)-10d Common I , 2x6 Stud or Wire Nails into 2x6 Er, 2x4 Not of better TRUSS GEOMETRY AND CONDITIONS ~ SHOWN ARE FOR ILLUSTRATION ONLY. , Typical Horizontal Brace 12 SECTION A-A �' w/(4)-d10d CommoTo 2x n Nails f� Al J Varies to Common Truss -------___. 2xa Stud I �* - PROVIDE 2x4 BLOCKING BETWEEN THE FIRST r 4111.W Id'a..,„Rec._ 'Am. ,-. SEE INDIVIDUAL MITEK ENGINEERING -�"�"" DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING / �" Al I 1 TO TRUSSES WITH(2)-10d NAILS AT EACH END. i 1 1 I ** a -� ATTACH DIAGONAL BRACE TO BLOCKING WITH 11 1 (5)-10d COMMON WIRE NAILS. / 3x4= / (4)-8d NAILS MINIMUM,PLYWOOD I/ //,'ll' / ���%/l / lT�'L 1�J �� 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-- \ A NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. / _ 4:iN, / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND L ,/ .4Ir WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 -3„ (2)-10 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT 'i i / 4 (2)-10d NAILS BRACING OF ROOF SYSTEM. ,1 j 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. / S DIAPHRAM DIAGONAL BRAAT 4C0"O.C.BEE TO APPROXIMATELY 45 DEGREES TO ROOF II , ,Trusles @ 24" C.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 't/ I- / / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 1,4 le ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. ;I 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 U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 points— COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed ti'' ` TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall 1 --HORIZONTAL BRACE ---- - (SEE SECTION A-A) 2 DIAGONAL 1 ��� Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace I L-Bracer BRACE 1/3 POINTS Species — — — and Grade Maximum Stud Length 2x4 SP No.3/Stud'12"O.C. 4-3-2 4-9-13 16-9-13 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" 124"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 1 9-11-12 ------------ ------ Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 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 �. 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. L —.