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Plans /(457-)ac -oogo 3o75- s w 20 15 GABLE pG3 D.R. HORTON PLAN 4705 "A" ('Pr t GARAGE LEFT 25-00-00 SPAN 6.5/12 PITCH g 10/12 PITCH o C9 (FRONT EYEBROW) co 1-0 O.H. ILE 25# SNOW COMP CAT) ARIEL TRUSS CO INC. (360) 574-7333 GABLE 8 h E DRAWN BY: z KEVIN LENDS -" 1-3 JACKS GABLE 0-8-8 0.H. 10/121 7-06-00 SPAN L v s ,( GABLE (AD D.R. HORTON PLAN 4705 "A" (i'(3 25-00-00 GARAGE RIGHT SPAN 0 6.5/12 PITCH 9 10/12 PITCH virr '"4 (FRONT1-0OH EYEBROW) . . 25# SNOW COMP E) ARIEL TRUSS CO INC. RI (360) 574-7333 GA:L; 1 II II II DRAWN BY: B GABLE 7113 JACKS `� KEVIN LENDE 0-8-8 O.H. 7-06-00 �10/12� SPAN ....._4� mit MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 4705 A 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: K1767994 thru K1767999 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. REO PR Opt,. 5� �NGI1vE&-"71- `:c' 89782PE c ";i7 34' k,Q- /r PAUL a\a r pep 2016 . 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. rob ITruss TTruss Type - - !Qty Ply -�.- DR_HORTON PLAN 4705 1A1 !FINK 14 1 K1767994 I-_.--.-.-'"- _.1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:07 2016 Page 1 ID:Cj Fk6rM?Y3ZHcrHjrUc3cOzgDOF-FMbRfB un21QC D9xQ KVTUehCUD4ZgzQ OP8d iWgHzgC rk 1-1-0-0+_ 6-6-3 12410..---- 18-x-13-__ ! .-.`.------- ---_...-------25-0-0----._---------a.211121 1-0-0 6-6-3 5-11-13 5-11-13 6-6-3 1-0-0 4x4= Scale=1:45.2 D N O 6.50 112 M P 1.5x4 \\ 1.5x4// K' O E L O B F di4 1$ 354-- K H St- 3x4= 4x4= 3x4 _ 3x4= F --&6-2 4 16-5.14 8-6.2 ---_.-.-.--- I —_--_..---- --24 -! ------------ _]_12-__._ 8-6-2 f�sets(X Y)- [B:0 1-11.0 0 Z]jE Q_L]1,0 0-71- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in lac 1/defl Lid PLATES GRIP TCLL 25.0 I ( ) (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.13 H-J >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.43 I TCDL 7.0 Vert(TL) -0.34 B-J >857 180 BCLL 0.0 * Rep Stress Incr YES WB 0.27 Horz(TL) 0.05 F n/a n/a Code IRC2012/TPI2007 (Matrix) BCDL ISM Weight:107 lb FT=20°h LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-8 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 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (lb/size) B=1109/0-5-8,F=1109/0-5-8 Installation guide. - _ Max Horz B=-115(LC 12) Max UpliftB=-86(LC 14),F=-86(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-L=1699/137,C-L=-1617/157,C-M=-1494/155,M-N=1401/165,D-N=1390/177, D-0=1390/177,0-P=-1401/165,E-P=1494/155,E-Q=-1617/157,F-Q=-1699/137 BOT CHORD B-J=-62/1407,I-J=0/933,I-K=0/933,H-K=0/933,F-H=71/1407 WEBS C-J=-417/151,D-J=-35/622,D-H=35/622,E-H=-417/151 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=25ft;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 12-6-0,Exterior(2)12-6-0 to 15-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)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. R�p PROF- 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 tS non-concurrent with other live loads. � ANGI NEkc�, ' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,CD 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 � 89782 P E 9't' fit between the bottom chord and any other members,with BCDL=10.0psf. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. ..,�t �� 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11/ 9,� 4.0 OREGON oil, PAUL f* EXPIRES: 12/31/2016 March 1,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. r. 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 B 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 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 all Job Truss ITruss Type Qty If.ly I i K1767995 DR HORTON PLAN_4705- (FINK 5 1 — 1 -- I Job Referencejp2tional)- Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:07 2016 Page 1 ID:CjFk6rM?Y3ZHcrHjrUc3c0zgDOF-FMbRfBun21QCD9xOKVTUehCTF4YzzPlpBdiWgHzgCrk __.-----510-. 18-5-13 ----- --._..__......_- 25-0-0 ---- rr4 r1-0.0 6-6-3 I --_-_..-- 5-11-13 6-6-3 - - 1-0-0 -13 4x4 = Scale=1:49.3 D R 6.50 52 ,1111°11111111(Q S1.5x4 \\ 1.5x4 hC T O 50/B 1\ .5X41.5X !i/E -- N @� 4..� 1 5 _.._. ---.___ -F C, t r ►' K J I H it 4x44x4 =- 3x4 - 3x4 = 1.5x4 3x4=- I _-----_86-_2, .._._a ______12-6-9._------7--_.-...-.-_16-5-14 ----------_.._._ 25-0-0 -__.a ._ .-. — ---- 8-6-2 _.----..._ 3.11-14 3-11-14 �.- ----- _.16-__.2.. —.-__-- - LOADING(pat) T TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP (Roof Snow=25.0) i Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.10 B-K >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.34 B-K >871 180 TCDL 7.0 I Rep Stress Incr NO WB 0.38 Horz(TL) 0.06 F n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-8 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):N r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide..._ __.__.__._. REACTIONS. (lb/size) B=1141/05-8,F=1141/0-5-8 Max Horz B=115(LC 13) Max UpliftB=88(LC 14),F=-88(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-0=1767/147,C-0=-1684/166,C-P=-1562/165,P-Q=-1469/174,D-Q=-1458/186, D-R=-1458/186,R-S=-1468/174,E-S=1562/165,E-T=-1684/166,F-7=-1767/147 BOT CHORD B-K=-70/1466,J-K=0/1004,I-J=0/1004,H-I=0/1004,F-H=-79/1466 WEBS C-K=-414/151,K-L=-40/632,D-L=-40/660,D-M=40/660,H-M=-40/632,E-H=-414/151 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=25ft;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 12-6-0,Exterior(2)12-6-0 to 15-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)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. ��.D P R OFFS 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��', -' 4 K! .n non concurrent with other live loads. \� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. „9 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 ct 8.782 P E t"-- fit �fit between the bottom chord and any other members. • 7)A plate rating reduction of 20%has been applied for the green lumber members. <;> ' . 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. / •',. , 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Pr, 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 8 lb up at 12-6-0 % QREGON '�(0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. $ +0 20 0Q- 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "9n4 Alp y A5 iv LOAD CASE(S) Standard '1 ' A U L R\ 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 EXPIRES: 12/31/2016 Continued on page 2 March 1,2016 t g•WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design k based only upon parameters shown,and s for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the 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* k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Quality 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 Job Truss iTuuss Type Qty Ply DR HORTON_PLAN_4705 AA2 FINK I5 I 1 K1767995 ------- I l ;Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:07 2016 Page 2 I D:Cj Fk6rM?Y3ZHcrHjrUc3cOzgDOF-FMb RfBun21QCD9xQ KVTUehCTF4YzzP IpBdi Wg HzgC rk LOAD CASE(S) Standard Uniform Loads(plf) Vert:B-F=-20,A-D=-64,D-G=-64 Concentrated Loads(Ib) Vert:1=-63(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Nut I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Irmo 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 f■ T k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Qualify 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 I.-Job Truss Truss Type jQty !Ply 1 ....- DR NORTON PLAN_4705_AA3 GABLE 12 1 K17679961 -._._.- 1Job Reference(optional) 1 Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:09 2016 Page 1 ID:CjFk6rM?Y3ZHcrHjrUc3cOzgDOF-CIjB4twlaMgwSS5oRwVyj6HvouKeRNy6exBdk9zgCri -. 12-6-0 10.0-4-- --- --..._.-----12-6-D -----___.-.-I- X5 ---_-_ _-09 26- ---_ _- a0 12-6-0 11-0-0 3x4= Scale=1:46.8 J K L I M HAO AP N 6.50 112 AN AO G •! I 1 - 0 ! I I .- E F `I !,' I I i P O ' � 1 I 1 D 1 II I R I C !' I Ij...1 S AR BAM I I I1 ( I 1•I T 3x4 = AL AK AJ Al AN AG AF AE AD AC AB AA Z Y X W V 3x4 3x4= l - - 25-0-0 - - -; _ - _25-0-0 Plate Offsets(X,Y)__IK_0-20.Edgej_ - LOADING(psf) I SPACING- 2-0-0 CSI. 1 DEFL. in Doc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15TC 0.04 Vert(LL) 0.00 T n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 1 BC 0.03 Vert(TL) 0.00 T n/r 120 TCDL 7.0 Rep Stress Ina" YES , WB 0.08 I Horz(TL) 0.00 T n/a n/a BCLL 0.0 * ( ) Code IRC2012/TP12007 1 (Matrix) ' I Weight:155 lb FT=20% -BOD-L. ...- 10.0 - - 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. 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 25-0-0. (Ib)- Max Horz B=115(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,T,AF,AG,AH,AI,AJ,AK,AL,AB, AA,Z,Y,X,W,V Max Gray All reactions 250 lb or less at joint(s)B,T,AD,AF,AG,AH,Al,AJ,AK, AL,AC,AB,AA,Z,Y,X,W,V FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=25ft;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 12-6-0,Exterior(2)12-6-0 to 15-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��R03 P R opL, 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 ,GJ ��GI N�fi�9 /0 COnon-concurrent with other live loads. Ay9 6)All plates are 1.5x4 MT20 unless otherwise indicated. 89782P E 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. ,,I 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • , 10)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - fit between the bottom chord and any other members. (..., (ry 11)A plate rating reduction of 20%has been applied for the green lumber members. 94/OREGON c)1-- Q, 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,T,AF,AG,AH,Al "yn �"fRY AS 2 ., AJ,AK,AL,AB,AA,Z,Y,X,W,V. 7� ,�� 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. P4 U L r" 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.1W03/2015 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 II a truss system.Before use,the building designer must verify the applicabirity 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!Tek{ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl 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 iOty Fly 1- K1767997 DR_HORTON PLAN_4705_ B1 IKINGPOST 1 1 I. IJob Reference(optional____ Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:10 2016 Page 1 ID:Cj Fk6rM?Y3ZHcrHjrUc3cOzg DOF-gxHZHDxfKgon4cg_?dOBF Kg2NHfs9gJFtbxAHbzgCrh i ...-_-...--3.9-0- ---I---- _..__-._..- 7-6 0 _ I _._ _0._._.---1 3.9-0 3-9-0 _.._.._..._ 1-0-0 4x4 = Scale=1:16.7 B H I 6.5052 G J n N K F A C $I ___.1 D d .4410ai E 1.5x4 II I 2.5x4-= 2.5x4= 3,9,0----- - I------- 7.6-0 - 3-9-0 - .=,,..- 9-Q---=,.._.,____, ._- 1 SPACING- 2-0-0 LOADING(psf) CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 A-E >999 240 MT20 220/195 TCDL 7,p Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 A-E >999 180 BCLL 0.0 " Rep Stress lncr YES ! WB 0.07 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:26 Ib FT=20% - 1 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) A=289/0-5-8,C=381/0-5-8 Max Horz A=39(LC 12) Max UpliftA=-11(LC 14),C=-54(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-F=-338/29,F-G=-293/34,G-H=-277/36,B-H=-253/40,B-1=-263/40,I-J=293/35, J-K=-300/35,C-K=357/29 BOT CHORD A-E=0/253,C-E=0/253 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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 3-9-0,Exterior(2)3-9-0 to 6-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. rctj PROF Of-4., 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -�C cY.c, 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 �r„GJ ,�NG(NE�9 /a2 fit between the bottom chord and any other members. -� 7)A plate rating reduction of 20%has been applied for the green lumber members. S 9782 P E 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. ' 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .4'"6',.. .,J 1711/e/OREGON o)h Q 4Rk 'AUL ,\-.3 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. 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 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 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 J5b !Truss Truss Type IQfY-.._..-IPIy K1767998 IIDR_HORTON_PLAN_4705_1B2j GABLE 112 1 L I 'Job Reference(optional_ Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 2916:26:10 2016 Page 1 ID:CjFk6rM?Y3ZHcrHjrUc3c0zgD0E-gxHZHDxfKgon4cg_?dOBFKg4AHgr9r0FtbxAHbzgCrh 11-0-0 0 1 ------ 3-9-0- ----- ----_.-- -_...___-7.6-9..__._ ----- 8&�....----i 1-0- 3-9-0 1-0-0 Scale=1:18.1 4x4= D -'1 1.5x4 II 1 i 1.5x4 II 6.50 112 E C 1 L I- n M K I N I j i_ B r1 I li A ••'��'' '' • AlOW .��v '''•♦ VV A •jiYIr '.*i ,m*.P *1 G J I H 2.5x4 = 1.5x4 11 1.5x4 II 1.5x4 II 2.5x4 ,--- I 7-6-0 7-6-0 ---- LOADING(psf) 1 ! TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 ! TC 0.04 Vert(LL) 0.00 F n/r 120 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 1 BC 0.03 Vert(TL) 0.00 F n/r 120 I BCLL 0.0 * , Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 F n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:31 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 -I be installed during truss erection,in accordance with Stabilizer 1 Installation_guide,--_ --- REACTIONS. All bearings 7-6-0. (Ib)- Max Horz B=-40(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,F,J,H Max Gray All reactions 250 lb or less at joint(s)B,F,I,J,H FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-9-0,Exterior(2)3-9-0 to 6-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)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 non-concurrent with other live loads. ��EQ PR Ores 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. ,..Co , GI N ES (-9<0,8)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ? 4' 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will . 9� fit between the bottom chord and any other members. 8 782 P E 10)A plate rating reduction of 20%has been applied for the green lumber members. / 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F,J,H. - 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. IV 57 OREGON �N. 9'ikPAU� F�.%4 EXPIRES: 12/31/2016 March 1,2016 t r WARNING-Vdesign ,-.- erfy g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7479 rev.10/03/2015 BEFORE USE. Ns. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and h for an individual building component,not 1 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPli Quality Cd Leda,DSS-89 and SCSI BuSdirrg Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 p Job [Truss Truss Type Qty Ply K1767999 DR HORTON_PLAN_4705_4J1 JACK 9 1 = Job Reference(optional) Arid Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:11 2016 Page 1 ID:CjFk6rM?Y3ZHcrHjrUc3cozgDOF-87gxUZxH5 weimFBZLXQoXMFBhOKuIfP6Fgjp2zgCrg I -0-8-8 .._i____ _..___13-9_----_- 0-8-8 1-3-0 Scale=1:10.8 C y 10.00 112 N u, 1 B 1 A _i - --------.._-.-__- hoo, 2.5x4== 0 I - 130_.. H 1-3-0 - --.-_------------ LOADING(psi) SPACING- 2-0-0 I CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.03 Vert(LL) -0.00 B >999 240 MT20 220/195 (Roof Snow-25.0) Lumber DOL 1.15 I BC 0.01 Vert(TL) -0.00 B >999 180 TCDL 7.0 Rep Stress Incr YES j WB 0.00 Horz(TL) 0.00 C n/a n/a BCLL 0.0 " Code IRC2012/TP12007 1 (Matrix) Weight:5 lb FT=20% BCDL 10.0 -- - - LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installationguide. [ REACTIONS. (lb/size) C=23/Mechanical,B=114/0-5-8,D=12/Mechanical Max Horz B=47(LC 14) Max UpliftC=-11(LC 11),B=-23(LC 14) Max Gray C=25(LC 22),B=114(LC 1),D=24(LC 5) 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=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,�R,c.D P R OFFS, 7)A plate rating reduction of 20%has been applied for the green lumber members. �. . .ANG B.�� 61 8)Refer to girder(s)for truss to truss connections. Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C.B. �� 1- 17 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :9782P E 1*' f Mit -VOREGON d)-- '9,p .4RY 152 ., PAUL R\� EXPIRES: 12/31/2016 March 1,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. relit 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeIC is always required for stability and to prevent cotapse 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 CtBeda,DSB-89 and SCSI Building Component 250 Klug Circle Safety Infonnaflon available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System stem A General Safety Notes PLATE LOCATION AND ORIENTATION -♦, 13/4" Center plate on joint unless x,y b dimensions shownnot into ft-in-siscale)xteenths Failure to Follow Could Cause Propertyama9 or Personal Injury offsets are indicated. I I (Drawings Damage Ii. Dimensions are in ft-in-sixteenths. I •Alib„ 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. 0.1/16" cr-z c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves mayrequirebracing,or alternative Tor I O p bracing should be considered. ■-� Oz1 3. Neverexceedthe design loading shown andnever O )1444 � stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 cd-7 O 4. Provide copies of this truss design to the building plates 0-'4a' from outside I BOTTOM CHORDS ~ designer,erection supervisor,property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulatd embed ed by ANSI/TPKnots and I 1 e at joint 1 connector plates. ' THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available In Mitek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 respons10.Camber is a nonstructural consideration and is the to slots.Second dimension is camber forry deadf load fabricator.General practice is to ER-3907,ESR-2362,ESR-1397,ESR-3282 camber deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. I 12.Lumber used shall be of the species and size,and Trusses are designedplanein all respects,equal to or better than that �i Indicated by symbol shown and/or for wind loads in the of the specified. by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at j spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING established by others. or less,if no ceiling is installed,unless otherwise noted. 1 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or after truss member or plate without prior (supports)occur. Icons vary but =, reaction section indicates joint ©2012 Mitek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1.7.:.11Min size shown is for crushing only. -- -1 aG 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: 1 WI I project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review allresportions of thisuse.design(frontngpibackctures,wordsalone Plate Connected Wood Truss Construction. and pictu )before Reviewi DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, f\/I s e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Installing&Bracing of Metal Plate ANSI/TPI 1 Quafify Criteria. Connected Wood Trusses. i MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 Standard Gable End Detail ST-GE120-SP MiTek USA,Inc. Page 1 of 2 V-11 \ Typical x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud-__ L_ Vertical Stud (4)-16d Common LL, \\\1=-• / Wire Nails -`\ `� -.41---__/ � _- / �GCONAL ? - Q E MiTek USA,Inc. 16d Common SECTION B-B ,p. Wire Nails Spaced 6"o.c. DIAGONAL BRACE ,-i �� 4'-0"O.C.MAX (2)-10d Common e `' - 2x6 Stud or Wire Nails into 2x6 ��. 2x4 Not of better TRUSS GEOMETRY AND CONDITIONS \ SHOWN ARE FOR ILLUSTRATION ONLY. ' \Typical Horizontal Brace " „.,, — - \ Nailed To 2x_Verticals \� '\ 12 SECTION A-A 2x4 stud w/(4)-10d Common Nails " `-.� �---„I Varies to Common Truss - --_— -- * * -. PROVIDE 2x4 BLOCKING BETWEEN THE FIRST /y/ri1i�(i/l�y�j�, ,r//////////,ii/\. SEE INDIVIDUAL DESIGNMITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING \DRAWINGS FOR CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. �A ATTACH DIAGONAL BRACE TO BLOCKING WITH >7r*, \.. / j j\\ (5)-10d COMMON WIRE NAILS. �� 3x4= u • p B p B (4)-8d NAILS MINIMUM,PLYWOOD -. ./ _ _ j / : /B -, SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer \ Refer to Section A-A to Section B-B 24"Max Roof Sheathing— \ • NOTE: / 1.MINIMUM GRADE OF f/2 MATERIAL IN THE TOP AND BOTTOM CHORDS. %'� -- " w �V�";♦ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND " r" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. hll (2)-.1. :1, 1 ♦♦� \ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ♦ /(2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT � ..�� j BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF %T @ rus S 24" O.C. DIAPHRAM AT 4'-0"O.C. i - 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 0'_ BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. N /a6 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 L/240. at 1/3 pointCOMMON WIRE NAILS AND ATTACHED ----it..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. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. End Wall ;4 HORIZONTAL BRACE ---- ;;---- (SEE SECTION A-A) DIAGONAL 2 DIAGONAL Minimum Stud Without 1x4 2x4 BRACE BRACES AT Stud Size spacing Brace L-Brace L-Brace 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Studi 12"D.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"D.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails Bin o.c.,with 3in minimum end distance Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.