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Plans (48) mo-Aoto,- 000517 3/1? 34) i- sy / 27-09-00 d 1. SPAN GABLE D.R. HORTON 1k PLAN 4706 "A" GARAGE LEFT V /Th 5/12 PITCH 1-0 0.H. 25# SNOW v IL COMP 1 ARIEL TRUSS CO INC. (360) 574-7333 Ris DRAWN BY: NGABLE KEVIN LENDE -- 18-11-08 _ADD STRUTS ‘57 SPAN DBL TIC STUB • C3 9-03-00 SPAN Lu,SZq. t , 27-09-00 SPAN GABLE D.R. HORTON PLAN 4706 GARAGE RIGHT T 5/12 PITCH 1-0 0.H. ILL 25# SNOW COMP ARIEL TRUSS CO INC (360) 574-7333 R/S DRAWN BY: KEVIN LENDE GABLE 86 ADD STRUTS 18-11-08 ;TUB,-6,7 DBL T/C SPAN (rai) 9-03-00 SAN .-rye MiTek( MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 4706-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: K 1746062 thru K 1746069 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. P R ess 74GLNEFR /O 2 cc 89782PE 9r OREGON o^h °AUL sE�F : 2/ 1 2016. ' February 22,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply ,K1746062 , DR_HORTON_PLAN_4706-A Al FINK 13 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:46 2016 Page 1 I D:BR2bLoxAHoMXhIjs51 DciYzjUYF-3gV PGXOhKKFvlV160fQJglaVmPiteELomfQ8OSzjULF 1-1-0-01 7-3-6 1 13-10-8 1 20-5-10 I 27-9-0 128-9-0I 1-0-0 7-3-6 6-7-2 6-7-2 7-3-6 1-0-0 Scale=1:48.9 4x6= D 11 5.00 12 1.5x4 \\ N O P Q 1.5x4 // C E M R A a B ti Q O "" v ► ►moi Io o ►4 J K L 1 H ► 4x4= 4x4 = 3x4= 4x4= 3x4 = I 93-0 I18-5-12 I27-9-0 I 9-3-4 9-2-8 9-3-4 Plate Offsets(X.Y)-- (B:0-2-14.Edgej,[F:0-2-14.Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.21 H-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.50 B-J >660 180 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.09 F n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TPI2007 (Matrix) Weight:110 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-6 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1225/0-5-8,F=1225/0-5-8 Max Horz B=-73(LC 12) Max UpliftB=-92(LC 14),F=-92(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-M=-2306/205,C-M=-2231/222,C-N=-2041/192,N-0=-1950/202,D-0=-1948/212, D-P=-1948/212,P-Q=-1950/202,E-Q=-2041/192,E-R=-2231/222,F-R=-2306/205 BOT CHORD B-J=-139/2047,J-K=-42/1351,K-L=-42/1351,I-L=-42/1351,H-I=-42/1351, F-H=-148/2047 WEBS C-J=-509/161,D-J=-24/790,D-H=-24/790,E-H=-509/161 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=28ft;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 13-10-8,Exterior(2)13-10-8 to 16-10-8 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 ��ED P R OFF 3)Unbalanced snow loads have been considered for this design. � /2 o' 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 Co ‘..,‘GINE - O � non-concurrent with other live loads. 9 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC :9782 P E t' 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,with BCDL=10.Opsf. �/ /� 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 92 lb uplift at joint B and 92 lb uplift at joint F. 174/0 OREGON � 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /(/0 20 qQ" 4FIY -1 Rfi PAUL RAJ EXPIRES: 12/31/2016 February 22,2016 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTeke 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746063 DR_HORTON_PLAN_4706-A A2 FINK 5 1 Job Reference(optional) Arid Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:47 2016 Page 1 I D:BR2bLoxAHoMXhIjs5IDciYzj UYF-Ys2oTtPJ5eNmVeclyNxYDz7ebp15Nf5x_J9iZuzjULE 1-1-0-01 7-3-6 I 13-10-8 I 20-5-10 I 27-9-0 X28-9-01 1-0-0 7-3-6 6-7-2 6-7-2 7-3-6 1-0-0 Scale=1:48.9 4x6= D F 5.00 12 Q R 1.5x4 \\ P S 1.5x4 // C E 0 4 T B N F A fly O 1.5x4 1.5x4 II B 10 E3 .,, G v o I/- �.6xh— ~S\ jrt =� K J I H �� 4x6 = 4x6= 3x4= 1.5x4 3x4 = 3x4 = I 9-3-4 13-10-8 18-5-12 27-9-0 I 9-3-4 4-7-4 4-7-4 9-3-4 LOADING(psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.15 B-K >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.62 Vert(TL) -0.50 B-K >656 180 BCLL 0.0 * Rep Stress Incr NO WB 0.51 Horz(TL) 0.09 F n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:122 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-7 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1256/0-5-8,F=1256/0-5-8 Max Horz B=-73(LC 12) Max UpliftB=-94(LC 14),F=-94(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-0=-2389/222,C-0=-2314/240,C-P=-2124/210,P-Q=-2034/220,D-Q=-2031/230, D-R=-2031/230,R-S=-2034/220,E-S=-2124/210,E-T=-2314/240,F-T=-2389/222 BOT CHORD B-K=-155/2123,J-K=-53/1445,I-J=-53/1445,H-I=-53/1445,F-H=-164/2123 WEBS C-K=-506/160,K-L=-34/792,D-L=-33/834,D-M=-33/834,H-M=-34/792,E-H=-506/160 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=28ft;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 13-10-8,Exterior(2)13-10-8 to 16-10-8 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. ��O PR OFF 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 \�.`�(.. NG'NEFR.o 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. �C? 29 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 Q 8.782P E 1✓ fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. ...,,e ' . 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint B and 94 lb uplift at join / .',• • F. V/ 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. C., OREGON 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 12 lb up at y� 9.,' ‘r. 13-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 1 q R Y A 6 4 11)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 4- PAUL P" EXPIRES: 12/31/2016 Continued on page 2 February 22,2016 f I ... 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 MTebS connectors.This design is based only upon parameters shown,and is for an individual building component,not . o truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746063 DR_HORTON_PLAN_4706-A A2 FINK 5 1 Job Reference(optional) Arid Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:47 2016 Page 2 I D:BR2bLoxAHoMXhIjs5IDciYzjUYF-Ys2oTtPJ5eNmVeclyNxYDz7ebp15Nf5x_J9iZuzjULE LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:B-F=-20,A-D=-64,D-G=-64 Concentrated Loads(Ib) Vert:J=-63(F) 1 i ®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 MTeku 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746064 • DR_HORTON_PLAN_4706-AA3 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:49 2016 Page 1 I D:BR2bLoxAHoMXhIjs5IDciYzjUYF-UFAYuYQZdFdTkymh4oz010C7sdrGrgdESdeodnzj ULC I-1-0-0I 13-10-8 I 27-9-0 I28-9-0I 1-0-0 13-10-8 13-10-8 1-0-0 Scale=1:49.1 3x4= J K L I M 5.00 12 HAM N AN G 0 F P E Q • D R C Nr B r ....d1:1111-1111111111111111111 AL _ _III _ rwr IIIIIII:111:S` T D e 3x4 = AK AJ Al AH AG AF AE AD AC AB AA Z V X W V 3x4= 5x6 MT2OHS= I 27-9-0 27-9-0 Plate Offsets(X.Y)-- [K:0-2-0.Edge],[AB:0-3-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 T n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(TL) 0.01 U n/r 120 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 T n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 BCDL 10.0 (Matrix) Weight:154 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 27-9-0. (Ib)- Max Horz B=-73(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,T,AE,AF,AG,AH,Al,AJ,AK,AB, AA,Z,Y,X,W,V Max Gray All reactions 250 lb or less at joint(s)B,T,AD,AE,AF,AG,AH,Al,AJ, AC,AB,AA,Z,Y,X,W except AK=325(LC 1),V=325(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=28ft;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 13-10-8,Exterior(2)13-10-8 to 16-10-8 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)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 _Ep PROFF 4)Unbalanced snow loads have been considered for this design. `�.`� NCjI NE�R c9 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. �� ?i9 6)All plates are MT20 plates unless otherwise indicated. Q 89782 P E r 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. �� 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 11)*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 OREGON 's• 4, fit between the bottom chord and any other members. Q 12)A plate rating reduction of 20%has been applied for the green lumber members. 1, -4 Q� 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,T,AE,AF,AG, Pi. 5 2 4 AH,Al,AJ,AK,AB,AA,Z,Y,X,W,V. Aq UL 9k" 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 February 22,2016 1 I -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7073 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply ,K1746065 , DR_HORTON_PLAN_4706-A A4 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:50 2016 Page 1 ID:BR2bLoxAHoMXhIjs5IDciYzjUYF-yRkw5uRCNZIKM6Ltd W FrbIBb14oa_80gHOM9DzjULB 1-1-0-01 7-3-6 I 13-10-8 I 20-5-10 I 27-9-0 IzB-9-0I 1-0-0 7-3-6 6-7-2 6-7-2 7-3-6 1-0-0 Scale=1:48.9 4x6= D 5.0012 AE AF E 3x4 AD AG 1 C F l I :Afili>-3 too\ V. B AMIENNIIMIEM G ai AH =� K J I 0- iD 4x4= 3x4= 3x4 = 3x4 = 4x4= I 9-3-4 I 18-5-12 I 27-9-0 I 9-3-4 9-2-8 9-3-4 Plate Offsets(X.Y)-- [B:0-2-14.Edge].[D:0-2-0.0-0-0J.[G:0-2-10.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.15 B-K >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.50 G-I >657 180 TCDL 7.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 G n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-2 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):L 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. (lb/size) B=1225/0-5-8,G=1225/0-5-8 Max Horz B=-73(LC 12) Max UpliftB=-92(LC 14),G=-92(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AC=-2307/205,C-AC=-2232/222,C-AD=-2041/193,AD-AE=-1950/202,D-AE=-1947/212, D-AF=-1832/181,E-AF=-1863/172,E-AG=-1995/198,F-AG=-2038/190,F-AH=-2207/214, G-AH=-2287/196 BOT CHORD B-K=-139/2049,J-K=-73/1416,I-J=-73/1416,G-1=-138/2026 WEBS C-K=-508/162,K-R=-13/777,D-R=-47/805,D-L=0/649,I-L=0/655,F-1=-369/125, E-L=-257/66 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=28ft;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 13-10-8,Exterior(2)13-10-8 to PR 16-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions Ep OF shown;Lumber DOL=1.60 plate grip DOL=1.60 GINE _c$ 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 SCJ N F Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �� �/9 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 $97$2PE r' 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. • • 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. OREGON ^I`' 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $ /(i& Q2 g .' 9)*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 '991RY 15 JQ` fit between the bottom chord and any other members. /r PAUL R\ 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,G. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 February 22,2016 I I -- ®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 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746066 DR_HORTON_PLAN_4706-A B1 GABLE 1 1 Job Reference(optional) Arid Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:51 2016 Page 1 I D:BR2bLoxAHoMXhIjs51 DciYzjUYF-Qd1IJESg8stB_Gv4BC0UNpHT1 QXZJaJXvx7vifzjULA 1 -1-0-0 1 9-5-12 I 18-11-8 119-11-8 1 1-0-0 9-5-12 9-5-12 1-0-0 Scale=1:34.4 4x4= G F - H 5.0012 E I X Y D `I J C rr fr ! K I I d rI W z El e a e e e a X a � 10 . xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx o 3x4 = V U T S R Q P O N 3x4 = I 18-11-8 I 18-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 L n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) 0.01 M n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 L n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:87 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-11-8. (Ib)- Max Horz B=48(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,L,S,T,U,V,Q,P,0,N Max Gray All reactions 250 lb or less at joint(s)B,L,R,S,T,Q,P except V=359(LC 1),N=359(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-V=-255/146,K-N=-255/146 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=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 9-5-12,Corner(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 11;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 ��_0 P R 0Peo non-concurrent with other live loads. ��Co G'NE R /2 6)All plates are 1.5x4 MT20 unless otherwise indicated. .. N F 0 7)Gable requires continuous bottom chord bearing. 9 8)Gable studs spaced at 1-4-0 oc. Q 8'782 P E 1-- 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. / •'a. • 11)A plate rating reduction of 20%has been applied for the green lumber members. P% 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,L,S,T,U,V,Q, - OREGON 2'�• (0 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '9��'Q/?y ' b \ ..„, i J PAUL R EXPIRES: 12/31/2016 February 22,2016 f I MOM ®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 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 Job Truss Truss Type Qty Ply K1746067 , DR_HORTON_PLAN_4706-A Cl KINGPOST 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:51 2016 Page 1 I D:BR2bLoxAHoMXhIjs51 DciYzjUYF-Qdl IJESg8stB_Gv4BCOUNpHSI Q WFJZkXvx7vifzjULA 1 -1-0-0 I 4-7-8 I 9-3-0 1 10-3-0 I 1-0-0 4-7-8 4-7-8 1-0-0 Scale=1:21.1 4x4 - C 5.00 112 J K H L G B ch `D E 1":'— o- A d F 2.5x41.5x4 II 2.5x4 I 4-7-8 I 9-3-0 1 4-7-8 4-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 D-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:32 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation Guide. REACTIONS. (lb/size) B=44810-5-8,D=448/0-5-8 Max Horz B=-26(LC 12) Max UpliftB=-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-G=-548/80,G-H=-502/84,H-1=-491/85,C-I=-483/93,C-J=-483/93,J-K=-491/85, K-L=-502/84,D-L=-548/80 BOT CHORD B-F=-22/449,D-F=-22/449 NOTES- 1)Wind:ASCE 7-10;Vult=l20mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-7-8,Exterior(2)4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �E9 P R OFF 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. GINE tin � 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 NGJ 1 F o fit between the bottom chord and any other members. 'V -1- 7)A plate rating reduction of 20%has been applied for the green lumber members. Q 89782 P E r- 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. ,,r 5,L OREGON oNs Q 99AIRY 'I b -r pa u ��(Q EXPIRES: 12/31/2016 February 22,2016 I , AWARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Miele®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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746068 DR_HORTON_PLAN_4706-A C2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:52 2016 Page 1 I D:BR2bLoxAHoMXhIjs5IDciYzjUYF-ugsh WaTSvA?2cQ UGIwXjw0gd2gsu20_g8btTE6zjUL9 1 -1-0-0 1 4-7-8 I 9-3-0 1 10-3-0 1 1-0-0 4-7-8 4-7-8 1-0-0 Scale=1:21.1 4x4 = C 5.00 12 1.5x4 II LI 1.5x4 II M ira L • 0—aillailiallI KPB D 111: 1111111111111114 QA r rIII r1111111111\N ` E Jc? o 1.5x4 II F 1.5x4 II ; 2.5x41.5x4 II = 2.5x4 = I 4-7-8 I 9-3-0 I 4-7-8 4-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 VertTL -0.03 D-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCLL 0.0 ' Code IRC2012/TPI20070 BCDL 10.0 (Matrix) Weight:35 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 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=448/0-5-8,D=448/0-5-8 Max Horz B=-26(LC 12) Max UpliftB=-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=-548/80,K-L=-502/84,L-M=-491/85,C-M=-483/93,C-N=-483/93,N-0=-491/85, O-P=-502/84,D-P=-548/80 BOT CHORD B-F=-22/449,D-F=-22/449 NOTES- 1)Wind:ASCE 7-10;VuIt=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)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 ANSUTPI 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, E© P R OFF 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 <(Y‘ 6' non-concurrent with other live loads. Co NGINEI�9 tSj� 6)Gable studs spaced at 1-4-0 oc. C? �fi 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QC :9782 P E -7r- 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. —al,• 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. r 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .. •REGON '. O PAUL R EXPIRES: 12/31/2016 February 22,2016 I -- 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 is based only upon parameters shown,and is for an individual building component,not �P a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746069 , DR_HORTON_PLAN_4706-A C3 KINGPOST 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:52 2016 Page 1 I D:BR2bLoxAHoMXhIjs5IDciYzjUYF-ugsh WaTSvA?2cQUGIwXjw0gc9gsw2Ozg8btTE6zjUL9 1 -1-0-0 1 4-7-8 I 8-9-0 I 1-0-0 4-7-8 4-1-8 Scale=1:18.3 4x4 = C 5.00 12 H I J G K F D B — I";9? o- A = E 2.5x6 II 1.5x4 II \Q/ 2.5x4 = 2.5x4= I 4-7-8 I 8-9-0 I 4-7-8 4-1-8 Plate Offsets(X,Y)-- [D:0-0-0.0-0-13],[D:0-1-1,0-6-10] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 B-E >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 B-E >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight:30 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Right:2x4 DF Std-G Installation guide. REACTIONS. (lb/size) B=440/0-5-8,D=350/0-1-8 Max Horz B=26(LC 13) Max UpliftB=-56(LC 14),D=-15(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-F=-490/72,F-G=-444/74,G-H=-428/76,C-H=-403/81,C-I=-407/87,I-J=-430/82, J-K=-434/81,D-K=-479/78 BOT CHORD B-E=-32/392,D-E=-32/392 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. ���D P R OFF 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 s 1 non-concurrent with other live loads. <-0� NGI NF oFR s�o 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c, �'j 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 Q. :9782 P E "9t' 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 at joint(s)D. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. r 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9� •REGON �'� Q i9,9�'9 RY 15 JQ, PAUL P EXPIRES: 12/31/2016 February 22,2016 1 A WARNING-Verily 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �P a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury relDimensions are in ft-in-sixteenths. ii;‘,„ Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS Q_1/f�, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves o WEBSmay require bracing,or alternative TorI O .. pbracing should be considered. O 1)11 3. stack. Never exceethe designqloading shown never 1.111Allp r- O 4Provide copiesd materials ofon thisinadetruss design to the buildingnd trusses.a For 4 x 2 orientation, locate c�8 cb-7 cs-b designer,erection supervisor,property owner and plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but16.DDo not cut or alter truss member or plate without prior iliMO reaction section indicates joint ©2012 MiTek®All Rights Reservedapproval of an engineer. Ell6=A number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111111111111111 to 18.Use of green or treated lumber may pose unacceptable ►_1 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal WI 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSS-89: Design Standard for Bracing. I ,1�I k$ BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015