Loading...
Plans (10) m s TA eic p- CCU/3 , 1 6 1 3 7 Sec) 4/a61 . ,,' I 6 2016 D.R. HORTON PLAN 4704 "B" 3.75/12 GARAGE RIGHT FAU # 3.75/12 PITCH 1-0 O.H. (UPPER MAIN) c? z wJ ...11.21 g a) r.,--\ co 8/12 PITCH 1-0 O.H. 2 co < V91 25# SNOW 0 -> •C°Ihi, 6 COMP < > < 0 @ ,-- 3.75/12 0 - ARIEL TRUSS CO INC. 811 (360) 574-7333 2-0 O.H. FRONT UPPER STUB 0-3-4 DRAWN BY: ONLY 4 l` ""--) KEVIN LENDE .1b/ GIRDER ITif2. ,i .. ,_._ ADD STRUTS GABLE ..-.Y 14-09-00 7-04-00 / / / SPAN SPAN 3-10-08 7-00-00 3-10-08 / f / / SPAN + I - I _ D.R. HORTON PLAN 4704 "B" GARAGE LEFT 3.75/`12 0.1\9 0 Ai 0 6 3.75/12 PITCH 1-0 O.H. (UPPER MAIN) FAU 8/12 PITCH 1-0 O.H. 25# SNOW w w, o z COMP g m O < Q th e- 0 cf, to ARIEL TRUSS CO INC. el 3. 5 12 (360) 574-7333 S DRAWN BY: B/1 2 KEVIN LENDE ST : 0-3-4 2-0 O.H. FRONT UPPER . ONLY 8 8/12. GIRDER B R/S4I 4ot W 1 I OZ. ABLE ADD STRUT'. 14-09-00 SPAN 7-04-00 SPAN 3-10-08 7-00-00 3-10-08 SPAN MiTek mit MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 4704-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: K 1745920 thru K 1745930 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. in.ED PRO " / 4GNE4\89782PE 9OREGON 4 , �� Q' 9R -41Ry -15 ff 'AUL R*�P /- - . %Ag):14 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 ' ` K1745920' DR_HORTON_PLAN_4704-BA1 MOD.QUEEN 4 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:47 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-p81 UmDMtIE?Iap82MKtkyrjSQMs62BHh6wohJ?zjUwk I1-0-9 7-1-9 I 13-4-3 I 19-6-12 I 25-9-5 I 31-11-15 I 39-1-8 1 41-1-8 1 1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 7-1-9 2-0-0 Scale=1:69.2 3.75 12 5x6 MT20HS= F 3x4% . 3x4 4x6% P Q 4x6 E G D H R 1.5x4�� be, 1.5x4,i NA B 0 , . �` S _ N ''ii G moi. '- K Id> 5x8= N M L 5x8= 3x4= 5x8= 3x4 = I 10-2-14 I 19-6-12 I 28-10-10 I 39-1-8 I 10-2-14 9-3-14 9-3-14 10-2-14 Plate Offsets(X.Y)-- [B:0-4-1,Edge],jD:0-3-0.Edge].[H:0-3-0,Edge].[J:0-4-1.Edge].[M:0-4-0.0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.36 L-M >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.96 L-M >484 180 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.26 J n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:164 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. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt E-M,G-M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1700/0-5-8,J=1770/0-5-8 Max Horz B=-87(LC 12) Max Uplift B=-302(LC 14),J=-348(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-4404/911,C-O=-4359/921,C-D=-3982/775,D-E=-3873/789,E-P=-2773/633, F-P=-2709/643,F-Q=-2709/633,G-Q=-2773/622,G-R=-3849/781,H-R=-3856/779, H-I=-3959/773,I-S=-4317/901,J-S=-4380/885 BOT CHORD B-N=-796/4146,M-N=-592/3384,L-M=-614/3375,J-L=-792/4105 WEBS C-N=-485/238,E-N=-10/601,E-M=-1156/275,F-M=-185/1249,G-M=-1128/272,G-L=0/593, I-L=-462/218 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for n O P R OFF reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 c:,,<(' ' G�NE VSs/ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 � �N FR �2 3)Unbalanced snow loads have been considered for this design. - 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q- 8g 782 P E non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil // / >' fit between the bottom chord and any other members. OREGON '-•4, S' 8)A plate rating reduction of 20%has been applied for the green lumber members. /1/4/ 20 - •V *I 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 302 lb uplift at joint B and 348 lb uplift at RY 15 ,<<„,x- joint joint J. '1 \NI 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. pA U L ' EXPIRES: 12/31/2016 February 22,2016 f I MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �R 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 K1745921 DR_HORTON_PLAN_4704-B A2 GABLE 1 1 Job Reference(optional) Arid Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:49 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-IX9FBvN7gsF0p7HQUIwC1 G0zIAkaWCH_ZEHoOuzjUwi -1-0-9 19-6-12 I 39-1-8 1 41-1-8 1 1-0-0 19-6-12 19-6-12 2-0-0 Scale=1:69.2 3.75 12 4x6= M N O P Q 5x6 MT2OHS% i" K BD L R BE,s 5x6 MT2OHS J T U BF lVEF 111111 YD ZA B BC de'� Y■■■■ Y■Y■ YiAABGABr 1r1,f1,r1_ O007 •:_,, .ar�:��=s: 1 i_,. : ,...• :mss :�:��::r.:•:4111111ar•:a•:t•:rss:s:M:�: TIINIVAIRK410:11111. \ACo 4x6 = AP AO AN AM AL AK AJ Al 4x6 BB BA AZ AY AX AW AV AU AT AS AR AQ AH AG AF AE AD 4x6= I 39-1-8 I 39-1-8 Plate Offsets(X.Y)-- [1:0-3-0.0-3-0].[0:0-3-0.Edge].[U:0-3-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 AC n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 VertTL 0.00 AC n/r 120 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 AB n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:222 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 6-0-0 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 39-1-8. (Ib)- Max Horz B=-87(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,AQ,AR,AS,AT,AU,AV,AW,AX, AY,AZ,BA,BB,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF,AE,AD except AB=-130(LC 14) Max Gray All reactions 250 lb or less at joint(s)B,0,AQ,AR,AS,AT,AU,AV,AW, AX,AY,AZ,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF,AE except AB=313(LC 20), BB=368(LC 1),AD=303(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-BB=-263/138 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 to 23-5-11 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 RE,D P R Qp. 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 0. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. _Gj� NG I NE. - s/O 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �C? R 2`l7 4)Unbalanced snow loads have been considered for this design. Q $•7$2 P E 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs • non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. .•, 7)All plates are 1.5x4 MT20 unless otherwise indicated. II/ 8)Gable requires continuous bottom chord bearing. c. OREGON '�� 9)Gable studs spaced at 1-4-0 oc. O 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1;91 RY -\6 ?' !QQ 11)*fit between itruss thase bee wird and for anylive load adle 0.spsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /� PAUL U` iryt\� 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,AQ,AR,AS,AT, AU,AV,AW,AX,AY,AZ,BA,BB,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF,AE,AD except(jt=lb)AB=130. EXPIRES: 12/31/2016 14)"Seri-i lidpp htcbreaks including heels"Member end fixity model was used in the analysis and design of this truss.ConFebruary 22,2016 t l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with M7el&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 CrIeria,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 Qty Ply K1745921 DR_HORTON_PLAN_4704-B A2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:49 2016 Page 2 ID:p_SNHOKgg4P618tMj_MDkTzjVmV-IX9FBvN7gsFOp7HQUIwC1 GozlAkaWCH_ZEHoOuzjUwi 1 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. lot Design valid for use only with Milek®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/1PI1 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 K1745922 DR_HORTON_PLAN_4704-BA3 MOD.QUEEN 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:50 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-DjjdOFOma9NsRHsd1 SRRaULyhatHFVB7ou0LwKzjUwh y1-0-0 7-1-9 13-4-3 19-6-12 I 25-9-5 I 31-11-15 I 39-1-8 141-1-8 I 1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 7-1-9 2-0-0 Scale=1:69.2 375 12 5x6 MT2OHS= F 3x4 5- In 3x4 -.11-1- 4x6 --="0:0.4000001.1V 4x6 G HW 1.5x4\\ �� Vie. 1.5x4 // C I T Q .' X B N A i.-1 L 1*1 rix4 11 U _ �� J N G;-� iax4— :. KIS o 5x8 p 0 1.5x4 = M L A N 5x8= 5x8 3x4 = 4x4= 6x6_ 4x4= 3x4= 5x8 11 1 8-4-8 I 15-4-11 1 19-6-12 j 23-8-13 j 30-9-0 39-1-8 I 8-4-8 7-0-3 4-2-1 4-2-1 7-0-3 8-4-8 Plate Offsets(X.Y)-- [B:0-0-1.Edge],[B:0-4-1.Edge],[D:0-3-0.Edge].[H:0-3-0,Edge].[J:0-4-1.Edge].[J:0-0-1.Edge] TOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP OLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.40 N >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.88 Vert(TL) -1.03 N >453 180 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.25 J n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:181 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-5-10 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):S WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 DF Std-G,Right:2x4 DF Std-G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1731/0-5-8,J=1801/0-5-8 Max Horz B=-87(LC 12) Max UpliftB=-307(LC 14),J=-353(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-T=-4543/920,C-T=-4482/931,C-D=-4322/888,D-E=-4213/902,E-U=-3401/776, F-U=-3337/786,F-V=-3334/788,G-V=-3398/778,G-W=-4177/885,H-W=-4184/883, H-1=4285/871,1-X=-4437/910,J-X=-4503/894 BOT CHORD B-P=-805/4263,O-P=-624/3491,N-0=-441/2675,M-N=-441/2675,L-M=-646/3483, J-L=-800/4220 WEBS F-R=-177/1132,M-R=-178/1086,G-M=-827/247,G-L=-82/719,I-L=-363/178, O-Q=-180/1107,F-Q=-180/1154,E-0=-849/251,E-P=-106/754,C-P=-380/194 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 ��90 PROpen to 23-5-11 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 �C• ANG[NEER /� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 mac? 2 3)Unbalanced snow loads have been considered for this design. 89782 P E "3t' 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. / 5)All plates are MT20 plates unless otherwise indicated. •- ��� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Nal - 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will OREGON 0's<r) fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 1R �q RY - . ,`' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=307, /r VJ J=353. PA UL L 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 22 lb up at 19-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12/31/2016 12 In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). February 22,2016 Co tinuedon page 2 / r A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. imi. 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 K17459221 DR_HORTON_PLAN_4704-BA3 MOD.QUEEN 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:50 2016 Page 2 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-DjjdOFOma9NsRHsd1 SRRaULyhatHFVB7ou0LwKzjUwh LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert:A-F=-64,F-K=-64,B-J=-20 Concentrated Loads(Ib) Vert:N=-63(F) r.� A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. NMI 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 J1 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/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 K1745923 DR_HORTON_PLAN_4704-BA4 MOD.QUEEN 4 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:52 2016 Page 1 ID:p_SNHOKgg4P6t8tMLMDkTzjVmV-A6rNpxQ06neaga0?9tTvfvQJSNZnj PyQGBVSCzjUwf 11-0-q 7-1-9 I 13-4-3 19-6-12 I 25-9-5 I 31-11-15 I 38-10-4 I 1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 6-10-5 Scale=1:67.2 3.75 12 5x6 MT2OHS= F til 3x4 4x6%3x4 V W 4x6 E G D U XH . 1.5x4 \\ b �� • 1.5x4 // I 4x6 Y J K T i 4x6 _T * A B ." ,1 5x4 II `^' N 0 17 o P O 1.5x4 1.5x4= M L o 5x8= N 5x8= 5x8 6x6 =3x4= 4x4= 4x4= 3x4 = 5x8 = I 8-4-8 15-4-11 1 19-6-12 1 23-8-13 1 30-9-0 I 38-10-4 I 8-4-8 7-0-3 4-2-1 4-2-1 7-0-3 8-1-4 Plate Offsets(X.Y)-- [B:0-0-1.Edge].[B:0-4-1,Edgej,[D:0-3-0.Edge].[H:0-3-0,Edge].[K:0-1-14.0-2-81.[K:0-10-11.Edge] 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 0.89 Vert(LL) -0.38 N >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.98 N >470 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.25 K n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:180 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):S WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 DF Std-G be installed during truss erection,in accordance with Stabilizer SLIDER Right 2x4 DF Std-G 3-2-3 Installation guide. REACTIONS. (Ib/size) B=1728/0-5-8,K=1647/0-3-0 Max Horz B=83(LC 13) Max UpliftB=-309(LC 14),K=-255(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-T=-4533/923,C-T=-4472/933,C-D=-4312/893,D-U=-4204/906,E-U=-4204/907, E-V=-3391/789,F-V=-3327/798,F-W=-3321/799,G-W=-3387/789,G-X=-4109/924, H-X=-4115/921,H-1=-4217/916,1-Y=-4338/954,J-Y=-4346/947,J-K=-4413/943 BOT CHORD B-P=-839/4253,O-P=-673/3482,N-0=-466/2665,M-N=-466/2665,L-M=-665/3470, K-L=-845/4141 WEBS F-R=-179/1130,M-R=-179/1083,G-M=-823/249,G-L=-114/658,I-L=-326/200, O-Q=-180/1076,F-Q=-180/1122,E-0=-821/250,E-P=-106/754,C-P=-380/193 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 ,(t�p`�� PROFF0.o to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for Co GN‘,4611\1E. / reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 � �19 �iL 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �Qgg 782 P E 9r 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 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. j 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v h 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 y '9jL OREGON 0� Q - fit between the bottom chord and any other members. /, RY 15 2 8)A plate rating reduction of 20%has been applied for the green lumber members. n 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)B=309, TA- 0A U L V1/4\J K=255. 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 22 lb up at EXPIRES: 12/31/2016 19-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Continued on page 2 February 22,2016 f I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI 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/TPIl 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 K17459231 DR_HORTON_PLAN_4704-BA4 MOD.QUEEN 4 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:52 2016 Page 2 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-A6rNpxQ06neaga0?9tTvfvQJSNZnjPyQG BVS_Czj Uwf NOTES- 12)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-K=-64,B-K=-20 Concentrated Loads(Ib) Vert:N=-63(F) WNW � I 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 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 • K1745924 DR_HORTON_PLAN_4704-B A5 MOD.QUEEN 3 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:52 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-A6rNpxQ06neaga0?9tTvfvQJBNZHjSYQG BVS_CzjUwf y1-041 7-1-9 I 13-4-3 } 19-6-12 25-9-5 31-11-15 38-10-4 1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 6-10-5 Scale=1:67.2 3.75 12 5x6 MT2OHS= F �� 3x4 4x6:3x4% Q R 4x6 -44 DE G SH tlf 1.5x4 1.5x4 G C I 4x6 O TJ 4x6 NA B ^'is, K CNIv 5x8= N M L o 5x8= 3x4= 5x8 = 3x4 = 5x8= I 10-2-14 19-6-12 28-10-10 38-10-4 I 10-2-14 9-3-14 9-3-14 9-11-10 Plate Offsets(X,Y)— [B:0-4-1.Edge].[D:0-3-0.Edge],[H:0-3-0.Edael.[K:0-10-11,Edael.[K:0-1-14.0-2-81.[M:0-4-0.0-3-41 LTCLL OADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.34 M >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.92 L-M >502 180 MT2OHS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.26 K n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:165 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt E-M,G-M SLIDER Right 2x4 DF Std-G 3-1-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1697/0-5-8,K=1616/0-3-0 Max Horz B=83(LC 13) Max Uplift B=-304(LC 14),K=-250(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-4395/913,C-0=-4350/924,C-D=-3973/785,D-P=-3863/798,E-P=-3863/799, E-Q=-2764/633,F-Q=-2700/643,F-R=-2700/652,G-R=-2765/638,G-S=-3805/808, H-S=-3812/806,H-I=-3915/800,I-T=-4223/947,J-T=-4228/939,J-K=-4295/936 BOT CHORD B-N=-830/4137,M-N=-641/3375,L-M=-633/3362,K-L=-837/4031 WEBS C-N=-485/238,E-N=-10/601,E-M=-1119/275,F-M=-191/1247,G-M=-1123/274, G-L=-16/555,I-L=-418/246 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS forP ons shown;Lumber e grip DOL=1.60 2)TC .......?OF'6.. \-c... reaLL:ASCE 7-10;Pf=25.0 psf(flat Oroof t snow);Category II;Exp B;Partially Exp.;Ct=1.1 Cj� �NC7 l NFFR QS/ 3)Unbalanced snow loads have been considered for this design. (/ ‘'...,*.c0) 24)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 8.782 P E 9r non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. / 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1P7 fit between the bottom chord and any other members. 17 OREGON ms's03 • 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=304, 9n &q/�y -15 2 !,Q K=250. -7 J`G 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. pip U L R" EXPIRES: 12/31/2016 February 22,2016 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. is Design valid for use only with MiTek0 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/IPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Kug Cirde 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 ' K1745925• DR HORTON_PLAN_4704-B A6 MOD.QUEEN 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:53 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzfjVmV-elPm1 HQet4mRlkbCjb_8B6zUxnvWSvnZUrFOXfzjUwe 11-0-9 7-1-9 I 13-4-3 I19-6-12 I25-9-5 I31-11-15 I38-10-4 I 1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 6-10-5 Scale=1:67.2 3.75 12 5x6 MT2OHS= F 1 3x4 4x6%3x4% 0 R 4x6 G D P E SH 1.5x4 4 1.5x4 i C I 4x6 TJ 0 4x6 K „r ^ O " N M L 5x8=- 5x8= 3x4 = 3x4= 5x8 = 5x8= I 10-2-14 I 19-6-12 I28-10-10 I 38-10-4 I 10-2-14 9-3-14 9-3-14 9-11-10 Plate Offsets(X.Y)-- [B:0-4-1.Edge].[D:0-3-0.Edge].[H:0-3-0.Edge].[_K:0-10-11•Edge].[K:0-1-14.0-2-8].LM:0-4-0.0-3-4] 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 0.84 Vert(LL) -0.34 M >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.92 L-M >502 180 MT2OHS 165/146 TCDL 7.0 Rep Stress lncr YES WB 0.55 Horz(TL) 0.26 K n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:165 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. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt E-M,G-M SLIDER Right 2x4 DF Std-G 3-1-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1697/0-5-8,K=1616/0-3-0 Max Horz B=83(LC 13) Max UpliftB=-304(LC 14),K=-250(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-4395/913,C-0=-4350/924,C-D=-3973/785,D-P=-3863/798,E-P=-3863/799, E-Q=-2764/633,F-Q=-2700/643,F-R=-2700/652,G-R=-2765/638,G-S=-3805/808, H-S=-3812/806,H-I=-3915/800,I-T=-4223/947,J-T=-4228/939,J-K=-4295/936 BOT CHORD B-N=-830/4137,M-N=-641/3375,L-M=-633/3362,K-L=-837/4031 WEBS C-N=-485/238,E-N=-10/601,E-M=-1119/275,F-M=-191/1247,G-M=-1123/274, G-L=-16/555,1-L=-418/246 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 QED P R OFF to 23-5-11 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 <(' GI NF 061 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 (.. �N F6' 2? 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q 8.782 P E non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / •'.1. • 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ►/ fit between the bottom chord and any other members. �� 40 OREGON �N' 8)A plate rating reduction of 20%has been applied for the green lumber members. S2 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=304, 1;9 'q RY 15 K=250. ip ��J 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /4 U V_ EXPIRES: 12/31/2016 February 22,2016 t I 11.01111111 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. r Design valid for use only with MTeHS 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/M1 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 K1745926 DR_HORTON_PLAN_4704-B B1 GABLE 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:54 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-6Uy8EdRGeOulvuAOGI VNkKVNckBNfBQvjjV_Z35zjUwd I -1-0-0 I 7-4-8 14-9-0 1 15-9-0 I 1-0-0 7-4-8 7-4-8 1-0-0 4x6 = Scale=1:32.7 C a 1 8.00 12 Z001 AA Y AB 4 6 “, ill I ii li lill X AC i All y� 11/4.1• ingli D yl B I Ifs il, y i UA ` E loq MI H G F M 4x6= 4x6 = 4x4= 4x4= I 7-4-8 I 14-9-0 7-4-8 7-4-8 Plate Offsets(X.Y)— [B:0-0-0.0-0-11,[D:0-0-0,0-0-1].[F:0-0-12,0-2-0].[H:0-0-12.0-2-0] TOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP CLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.03 B-H >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.06 B-H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 D 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. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):I 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=679/0-5-8,D=679/0-5-8 Max Horz B=-129(LC 12) Max UpliftB=-145(LC 14),D=-145(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-X=-842/143,X-Y=-708/152,Y-Z=-691/155,C-Z=-668/169,C-AA=-668/169, AA-AB=-691/155,AB-AC=-708/152,D-AC=-842/143 BOT CHORD B-H=0/582,G-H=0/355,F-G=0/355,D-F=-2/582 WEBS C-1=0/491,H-1=-29/302,F-1=-29/302 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;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 7-4-8,Exterior(2)7-4-8 to 10-4-8 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 v,5) PR open Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. u 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �C. �NGI NEER s/� 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 G>; $g 782 P E '9r non-concurrent with other live loads. 6)All platesstaresspaced atMT20 unless otherwise indicated. �� . 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 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 A OREGON �'�4) fit between the bottom chord and any other members. y 10)A plate rating reduction of 20%has been applied for the green lumber members. -9n9Li4 RY b 2 !Q� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=145, '4/r �y D=145. PA UL R 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 4 I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111 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 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 '1 Job Truss Truss Type Qty Ply K17459271 DR_HORTON_PLAN_4704-6 B2 KINGPOST 1 2 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:55 2016 Page 1 I D:p_SN HOKgg4P6t8tMj_MDkTzjVmV-ahVWVRzSuPi09X2Iaq?1 cGX2zjbhiwogsy9k6bXzjUwc I -1-0-0 1 4-1-13 I 7-4-8 I 10-7-3 I 14-9-0 1 15-9-0 1 1-0-0 4-1-13 3-2-11 3-2-11 4-1-13 1-0-0 6x6 = Scale=1:32.6 C P., 8.00 12J K 6x6 6x6�� D AlliLA AIlikr I ,r I v FAA 5x8�- H G F M 3x12 MT2OHS I I 12x14 MT2OHS= 3x12 MT2OHS I I 5x8 I 4-1-13 I7-4-8 I 10-7-3 I 14-9-0 I 4-1-13 3-2-11 3-2-11 4-1-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.07 G-H >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.15 G-H >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.04 E n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TPI2007 (Matrix) Weight:175 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-3 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=6062/0-5-8,E=6062/0-5-8 Max Horz A=111(LC 13) Max UpliftA=-1583(LC 14),E=-1583(LC 14) Max GravA=6661(LC 21),E=6661(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-I=-8736/2137,B-I=-8661/2147,B-J=-6219/1575,C-J=-6194/1588,C-K=-6194/1588, D-K=-6219/1575,D-L=-8663/2147,E-L=-8737/2137 BOT CHORD A-H=-1723/7288,G-H=-1723/7288,F-G=-1722/7216,E-F=-1722/7216 WEBS C-G=-1652/6642,D-G=-2708/720,D-F=-660/2940,B-G=-2706/720,B-H=-660/2939 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-6-0 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. PR 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; .((,4Eo OF�IL9 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 7-4-8,Exterior(2)7-4-8 to �Gj '.I' NGI N:P&-E151. ��10-7-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions �C /9shown;Lumber DOL=1.60 plate grip DOL=1.604)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 .978 �" 5)Unbalanced snow loads have been considered for this design. • 6)All plates are MT20 plates unless otherwise indicated. -.air• . 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'r7,1 iliff 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 (..- REGON20'� fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. Q` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1,9` ARY -1. l�v A=1583,E=1583. ''11 PAUL 11)Girder carries tie-in span(s):38-10-4 from 0-0-0 to 14-9-0 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard EXPIRES: 12/31/2016 Continued on page 2 February 22,2016 1 I mem A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit 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 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 SCSI Building Component 250 Rug 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 K1745927 DR_HORTON_PLAN_4704-B B2 KINGPOST 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:55 2016 Page 2 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-ah WWRzSuPi09X2Iaq?1 cGX2zjbhiwogsy9k6bXzjUwc LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-E=-64,A-E=-784(F=-764) � I 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 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 K17459281 DR_HORTON_PLAN_4704-B Cl GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:55 2016 Page 1 I D:p_SN HOKgg4P6t8tMj_MDkTzjVmV-ahVWVRzSuPi09X2laq?1 cGX21 tboswxlsy9k6bXzjUwc -1-0-0 3-6-0 7-0-0 i 8-0-0 1-0-0 3-6-0 3-6-0 1-0-0 4x4= Scale=1:19.5 D 1.5x4 II111 1 L E 1.5x4 8.00 12 K C ■ N F B411111 . 1v A J I H 2.5x4 = 1.5x4 I I 1.5x4 II 1.5x4 II 2.5x4= 7-0-0 I 7-0-0 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 0.05 Vert(LL) 0.00 F n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 F n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 F n/a n/a BCLL 0.0 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-0-0. (Ib)- Max Horz B=-69(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(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-2-0,Exterior(2)2-2-0 to 3-6-0,Corner(3)3-6-0 to 6-6-0 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 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. �� P R OFes 6)Gable requires continuous bottom chord bearing. GINE cS'� 7)Gable studs spaced at 1-4-0 oc. N F Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 29 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 t� j g 782 P E fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F,J,H. - - • 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r 17 •REGON 99Al Ry� PAUL R��4 EXPIRES: 12/31/2016 February 22,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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/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 K1745929 DR_HORTON_PLAN_4704-BD1 KINGPOST 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 1917:24:56 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_M DkTzjVmV-2t4uflTXA?809CKmOjYrpIbAJ_68fN30ApTg7_zjUwb -1-0-0 3-8-0 7-4-0 8-4-0 I 1-0-0 3-8-0 3-8-0 1-0-0 4x4 = Scale=1:19.7 C r1 8.00 12 H D B I A ►/ F ,/ 1.5x4 II 2.5x4 = 2.5x4 = 3-8-0 7-4-0 3-8-0 3-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 B-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCLL 0.0 Code IRC2012/TP12007 BCDL 10.0 (Matrix) Weight:29 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 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=367/0-5-8,D=367/0-5-8 Max Horz B=72(LC 13) Max Uplift B=-97(LC 14),D=-97(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-307/49,D-L=-307/49 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,Exterior(2)3-8-0 to 6-8-0 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. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ii\O) P R OFF fit between the bottom chord and any other members. <(, tr 7)A plate rating reduction of 20%has been applied for the green lumber members. �� �NG)NE2-.F.!.. R s�Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. '44 * 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - 89782 E f • 9 OREGON �". S9R9 qRY 1y ;�QQ 'AUL R EXPIRES: 12/31/2016 February 22,2016 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 NIiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Rug 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 'K1745930' DR_HORTON_PLAN_4704-B D2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:56 2016 Page 1 1 D:p_S N HO Kgg4P6t8tMj_M DkTzjV mV-2t4uflTXA?809C Km OjYrpl bAJ_68fN30ApTg7_zj Uwb 1 -1-0-0 1 3-8-0 7-4-0 1 8-4-0 I 1-0-0 3-8-0 3-8-0 1-0-0 4x4 = Scale=1:19.7 C 1.5x4 I r1 N 1.5x4 II 8.00 12 O M c, L ■ m N P K D II II II 61111116. 4 B r r r E 10 A �, 1.5x4 II F 1.5x4 II ,= 1.5x4 II ,/ 2.5x4 = 2.5x4 = I 3-8-0 I 7-4-0 I 3-8-0 3-8-0 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 0.13 Vert(LL) -0.00 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 B-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) 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 OTHERS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=367/0-5-8,D=367/0-5-8 Max Horz B=72(LC 13) Max UpliftB=-97(LC 14),D=-97(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=-307/49,D-P=-307/49 NOTES- 1)Wind:ASCE 7-10;Vubt=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,Exterior(2)3-8-0 to 6-8-0 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. .RkcD P R OFF 6)Gable studs spaced at 1-4-0 oc. ,Si, t5' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �J� 0NGI N E ,4 s/0 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will c?, l'9 fit between the bottom chord and any other members. Cr" :9782 P E 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. . r7:/4' S'-v i EGON 0 999 °AUL ,\-4 EXPIRES: 12/31/2016 February 22,2016 1 I 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 Weise connectors.This design is based only upon parameters shown,and is for an individual building component,notflit 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 3/" Center plate on joint unless x,yI 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury offsets are indicated. 1 rY rM� Dimensions are in ft-in-sixteenths. ink 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 INIEMINNIENSEii 2. Truss bracing must be designed by an engineer.For U'/16 4 wide truss spacing,individual lateral braces themselves W EBS may require bracing,or alternative Tor I ILI: p bracing should be considered. ■_� 3. Never exceed the design loading shown and never �� d stack materials on inadequately braced trusses. 1 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0-1/11' 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 "4.. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the specified. 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. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. LII0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MBE. a 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal WI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent SafetyI/ Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Fi1 iTe ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015