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Plans (44) SSD-OlCP 00(2-.G I 12 c S w i•KOdC ( 4k/ RECEIVED MAR 2 3 2016 CITY OF TIGARD BUILDING DIVISION D.R. HORTON PLAN 4704 "B" 3.75%12 GARAGE RIGHT 0 FAU # 3.75/12 PITCH 1-0 O.H. (UPPER MAIN) w a m _ Q 8/12 PITCH 1-0 O.H. 25# SNOW "' %� > 4' , 9. COMP 40) 3ce:__ .75/12 Z "Z6 ) ARIEL TRUSS CO INC. /8/12r- (360) 574-7333 2-0 O.H. FRONT UPPER STUB 0-3-4 DRAWN BY: ONLY �/12 KEVIN LENDE G1RLER at DYE . ; , 1 .... 40 v2i DD STRUTS GABLE IV 14-09-00 7-04-00 SPAN SPAN ,f3-10-08� 7-00-00 f3-10-08/ SPAN + - D.R. HORTON PLAN 4704 "B" it75/120 GARAGE LEFT t, 9 Kir 9 03/5/12 PITCH 1-0 O.H. (UPPER MAIN) FA U 8/12 PITCH 1-0 O.H. 25# SNOW W W °° z COMP 0 m o C7 °' (J) ARIEL TRUSS CO INC. ,41h) 3.15/12 (360) 574-7333 ile 54 I' DRAWN BY: 8/121 KEVIN LENDE B 0-3-4 2-0 O,H. FRONT UPPER ONLY di I __J1II GIRD _ _I mili oz %O' ABLE ADD STRUT'. 14-09-00 / SPAN 7-04-00 SPAN 3-10-08 7-00-00 3-10-08 SPAN FEBRUARY 14, 2012 Standard Gable End Detail ST-GE100-001 MiTek USA,Inc. Page 1 of 2 KAflD Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud (4)-16d Common Vertical Stud Wire DIAGONAL LC-4•..--..„ii Nails , ACE _ D MiTek USA, Inc. 16d Common Wire Nails SECTION B-B �� Spaced 6"o.c. DIAGONAL BRACE 7_______•,11:' P • 4'-0"O.C.MAX (2)-10d Common � i 2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better -� TRUSS GEOMETRY AND CONDITIONS .,=I1 SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals hh, 12 SECTION A A w/(4)-10d Common Nails � Varies to Common Truss 2x4 stud /E„AE „,.or ///A%%„„ A%% ' SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST l""""am""�""� ���, DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING /,, TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH Ighlib 3x4= (5)-10d COMMON WIRE NAILS. P/'%'�"Ar//%”%”'%”%" -8d NAILS MINIMUM,2x4TPLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathin. NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. i'1 11 r� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND '' ♦� WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 3„ (2)-10 / ♦♦ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. � " ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / ir♦ (2)-10d NAILS BRACING OF ROOF SYSTEM. 'p 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB �' OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF /iH44I* DIAPHRAM AT 4-0"O.C. / rus• -s �"' 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ,♦♦ / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ., BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. r ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2'x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 p01nt COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. End Wall 11 HORIZONTAL BRACE (SEE SECTION A-A) 2Minimum DIAGONAL DIAGONAL Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-9-12 5-6-7 7-10-0 9-7-7 14-5-3 2x4 SPF Std/Stud 16"O.C. 4-4-7 4-9-8 6-9-6 8-8-14 13-1-5 2x4 SPF Std/Stud 24"O.C. 3-9-10 3-11-0 5-6-7 7-7-4 11-4-14 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one e edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH ASCE7-10 125 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. 1E11 INN MiTek® 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: K1745920 thru K1745930 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. '<c" P R OFS'S ��\c, ,NGI NEER /O9 89782PE 97 OREGONZ�'-y QQ' V AIRY 15 l‹, 9, PA UL J 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 r Job Reference(optional) Arid 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 0-0 7-1-9 13-4-3 19-6-12 25-9-5 31-11-15 1 39-1-8 141-1-8 -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 MT2OHS= F 3x4% e,)! 3x4 4x6 p oop Q 4x6\ E G D H R 1.5x4 e% Ie, 1.5x4 - C I N,4 B O �. .. iiiiiiiims„,,, J NKms, r` K I: o \ o 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].[D: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/deft 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 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.26 J n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:164 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 7-5-0 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. (Ib/size) B=1700/0-5-8,J=1770/0-5-8 Max Horz B=-87(LC 12) Max UpliftB=-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-0=-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-1=-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.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 for PROF reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •<���0 Fss 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �Gj NGI NFFR �� 3)Unbalanced snow loads have been considered for this design. ,C? 9 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 �' 89782 P E I-- 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. A OREGON 's� 8)A plate rating reduction of 20%has been applied for the green lumber members. 7 Q 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 "Tx? AI R y b ri' Ise joint J. "Tx? 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. PA U l-, R EXPIRES: 12/31/2016 February 22,2016 1 I r_.. 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 �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 1 DR_HORTON_PLAN_4704-B A2 K1745921 I 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 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-IX9FBvN7gsF0p7HQUIwC1 GozlAkaWCH_ZEHoOuzjUwi I1-0-q 19-6-12 1-0-0 19-6-12 I 39-1-8 410 19-6-120 2-0-0 -8 Scale=1:69.2 3.75 12 4x6= M N 0 P Q 5x6 MT2OHS - Jr" K BD L R BE,,s 5x6 MT20HS J - T WEIIIUBF1111111111111 II- XpYZwA B 'M,M/1IY_� BG ' - - - - - - - - - - - - - - - - - - 1'1, 111_ AB w 0 /.�:r.. �- a :..� _ t : - _ e-e=� :� �= : _ : _ �:\A�oM' 4x6 = _ BB BA AZ AY AX AW AV AU AT AS AR AQ AP AO AN AM AL AK AJ Al AH AG AF AE AD 4x6 4x6= I 39-1-8 39-1-8 Plate Offsets(X.Y)-- [I:0-3-0,0-3-0],[0:0-3-0.Edge].[U:0-3-0,0-3-0] TCLL OADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 AC n/r 120 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.08 Vert(TL) 0.00 AC n/r 120 MT2OHS 165/146 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 AB n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (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,AFI,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. (lb)-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=1.60PR �p OFF 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 ss Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Gj 0NG I NEFR siO 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,� 2 4)Unbalanced snow loads have been considered for this design. 4 $•782 P E 9f 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. ,e• • . 7)All plates are 1.5x4 MT20 unless otherwise indicated. 1r, 8)Gable requires continuous bottom chord bearing. 9 h OREGON Oo 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9�'1 RY 5 `��Q� fit between the bottom chord and any other members. PA U L R 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,AI,AH,AG,AF,AE,AD except(jt=lb)AB=130. EXPIRES: 12/31/2016 14 "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. February 22,2016 Continued orT page 2 f r .-- 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 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_SNHOKgg4P6t8tMj_MDkTzjVmV-IX9FBvN7gsF0p7HQUIwC1 GozlAkaWCH_ZEHoOuzjUwi 1 ..... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lilt 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 Crtierla,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-B A3 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-Djjd0FOma9NsRHsd1 SRRaULyhatHFVB7ou0LwKzjUwh 11-0-9 7-1-9 13-4-3 19-6-12 25-9-5 I 31-11-15 39-1-8 l 41-1-8 1 i-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 3.7512 5x6 MT2OHS= 3x4 F �� 3x4 4x6 U V 4x6\ 1131 1&el II / E G D HW 1.5x4 \\ �� re. 1.5x4 �/ C I T QIN X d ......0.1 - 1 \ 1. x4— `�_\ K I 5x8= P 0 1.5x4 = M L '= o N 5x8= 5x8 3x4 = 4x4= 6x6 7-- 4x4= 3x4= 5x8 ll I 8-4-8 I 15-4-11 1 19-6-12 1 23-8-13 1 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)— fB:0-0-1,Edael.fB:0-4-1.Edael.fD:0-3-0.Edael.fH:0-3-0.Edael,fJ:0-4-1.Edael.FJ:0-0-1.Edoel L TOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP (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 lncr 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. (lb/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=-33981778,G-W=-4177/885,H-W=-4184/883, H-1=-4285/871,I-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=l4omph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.ll;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 ���Ep 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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 :GJ ANG 1 NF�cR /� 3)Unbalanced snow loads have been considered for this design. �� 897$2 P E 29� 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. MI 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 OREGON ',� fit between the bottom chord and any other members. O 8)A plate rating reduction of 20%has been applied for the green lumber members. 7,9 &/q R Y 15 ,<<„ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib)B=307, J=353. PAUL R 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 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 thaas (F)or back(B). LOAD CASE(S)section,loads applied to the face of the truss are noted front February 22,2016 Co tlnued on page 2 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 MTekS 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 Miaek' 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 K1745922 DR HORTON_PLAN_4704-B A3 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(plf) Vert:A-F=-64,F-K=-64,B-J=-20 Concentrated Loads(Ib) Vert:N=-63(F) � I rra A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality 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 DR_HORTON_PLAN_4704-BA4 MOD.QUEEN 4 1 K1745923 I 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?9tTvfvQJSNZnj PyQGBVS_CzjUwf y1-0-C1 7-1-9 I 13-4-3 19-6-12 25-9-5 31-11-15 38-10-4 I i-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 113x4 4x6 3x4 V W 4x6 XH DU E G 1.5x4 \\ 10.w 1.5x4 1/ C 1 4x6 T Y J 4x6 w B Q "�� K A/ �� r _ , 1 5x4 ,� `� CNI d �`.;e; 1.5x4 =\i _ IY 5x8= P 0 1.5x4= M L o N 5x8= 5x8 3x4= 4x4= 6x6 = 4x4= 3x4= 5x8= I 8-4-8 I 15-4-11 1 19-6-12 1 23-8-13 1 30-9-0 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.Edge],[D:0-3-0.Edge].[H:0-3-0.Edge].[K:0-1-14.0-2-8].[K:0-10-11,Edgej TCLL OADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.38 N >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.88 Vert(TL) -0.98 N >470 180 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.25 K n/a n/a 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. (lb/size) B=1728/0-5-8,K=1647/0-3-0 Max Horz B=83(LC 13) Max Uplift B=-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=-33911789,F-V=-3327/798,F-W=-3321/799,G-VV=-3387/789,G-X=-4109/924, H-X=-4115/921,H-I=-4217/916,I-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 ,<�RED PROFFs.c, to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for <-0 �NG[NEER /O reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 *V -9 3)Unbalanced snow loads have been considered for this design. 89782 P E 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. v (0 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 A 9 OREGON ', fit between the bottom chord and any other members. 7�7�(�q Ply 2�^- 8)A plate rating reduction of 20%has been applied for the green lumber members. - Y 9)Provide55e mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=309, A4 u` �\J 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 Continued on page 2 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 Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �A 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 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 2 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-A6rNpxQ06neaga0?9tTvfvQJSNZnjPyQGBV S_CzjUwf 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) 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. 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 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?9tTvfvQJBNZHjSYQGBVS_CzjUwf 1-0-s 7-1-9 I 13-4-3 I 19-6-12 I 25-9-5 I 31-11-15 I 38-10-4 I -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 041 3x4 4x6 3x4% Q4x6 ED 1.5x4 � 5x4-LPRlTj4 � �-.� K o 5x8= N M L 5x8= 3x4= 5x8 = 3x4 = 5x8 = I 10-2-14 I 19-6-12 I 28-10-10 I 38-10-4 I 10-2-14 9-3-14 9-3-14 9-11-10 Plate Offsets(X.Y)— [6:0-4-1.Edge].[D:0-3-0.Edge].[1-1:0-3-0.Edge].[K:0-10-11.Edgel fK:0-1-14.0-2-8].[M:0-4-0.0-3-4] 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 0.84 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 Incr YES WB 0.55 Horz(TL) 0.26 K n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TPI2007 (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 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;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 forro PROFreactions shown;Lumber DOL=1.60 plate grip DOL=1.60 F�'�,2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 G I►V ER- /p3)Unbalanced snow loads have been considered for this design. ?j4)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 782 P E 9~! 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.'' e. • 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 I/ fit between the bottom chord and any other members. A OREGON � 8)A plate rating reduction of 20%has been applied for the green lumber members. p 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��4 F Ab 2 <cr K=250. '7L. \�'t/ 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,1 pA u L r EXPIRES: 12/31/2016 February 22,2016 i 1 ter. 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 Weir®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/TPD 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 K1745925 DR_HORTON_PLAN_4704-BA6 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 17:24:53 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-elPm1 HQet4mRlkbCjb_8B6zUxnvWSvnZUrFOXfzjUwe 11-0-0 7-1-9 I 13-4-3 I 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 0, 3x4 4x6"3x4% Q R 4x6 D P E O SH 1.5x4 •� �` i� 1.5x4 i C I 4x6 TJ 0 4x6 K N B V N 4A�, ra 1' ra \'i IV 0 5x8= N M L 5x8 0 3x4= 5x8 = 3x4= 5x8= 10-2-14 I 19-6-12 I .28-10-10 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,Edgej.[H:0-3-0,Edge].[K:0-10-11.Edg J,[K:0-1-14.0-2-81,1M:0-4-0.0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 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 Incr 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. (Ib/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;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 PR 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 E G[N E f ss/ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �,N� �� FR O'Sy 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 $•782 P E t"-- non-concurrent 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I/ fit between the bottom chord and any other members. OREGON ',40 8)A plate rating reduction of 20%has been applied for the green lumber members. 4/4/ 20 T9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)B=304, lxi` AIRY Ab ,Q' K=250. '1A , vst 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. PAUL l„ EXPIRES: 12/31/2016 February 22,2016 1 i 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 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/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 K1745926 DR_HORTON_PLAN_4704-BB1 GABLE 1 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:54 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_M DkTzjVmV-6Uy8EdRGeOuIvuAOGI VNkKWkkBNfBQvjjV_Z35zjUwd 1 -1-0-0 1 7-4-8 I 14-9-0 1 15-9-0 1-0-0 7-4-8 7-4-8 1-0-0 4x6 = Scale=1:32.7 C II 16. PI, 8.00 12illfrY AA AB 2, w1 A : rx ACDB A IIA \41111 .1/ 1 PM r r r flllr rON Iv OM H G F M. 4x6= 4x6 = 4x4= 4x4 =- I I 7-4-8 I14-9-0 7-4-8 7-4-8 Plate Offsets(X.Y)— [B:0-0-0.0-0-1].[D:0-0-0.0-0-1].[F:0-0-12.0-2-0].[H:0-0-12,0-2-0] 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 0.52 Vert(LL) -0.03 B-H >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.06 B-H >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 D n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 (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-I=0/491,H-1=-29/302,F-I=-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 .c\E".) PR OFF Ga le End s as applicable,or consult qualified building igner as r 1. 3)TCLL:ASCE 7-110;Pf=25.0 psf(flat roofs ow);Category II;ExpsB;Partially Exp.;Ct=P1.1 ._ . G(I'd ss/O 4)Unbalanced snow loads have been considered for this design. ,� R 1' 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 Q 89782 P E c 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. - - -. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9 OREGON '�� fit between the bottom chord and any other members. 4' (9 �' 10)A plate rating reduction of 20%has been applied for the green lumber members. -'7'9 "4 b J� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)B=145, - PAUL R\ D=145. 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 rr. ®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',Allele®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111. 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/TIM 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 K1745927 DR_HORTON_PLAN_4704-B B2 KINGPOST 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 1917:24:55 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-ahWiNRzSuPi09X2laq?1 cGX2zjbhiwogsy9k6bXzjUwc 1 -1-0-0 1 4-1-13 7-4-8 10-7-3 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 Al li. Al 8.00 12 K J 6x66x6�� B ALD TO A .. l ,U/. II .`E rlaIIIIUIIIIIIII r li MI o or45x8,..." H G F M 3x12 MT2OHS I I 12x14 MT2OHS= 3x12 MT2OHS I I 5x8�� I 4-1-13 7-4-8 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 Ina NO WB 0.58 Horz(TL) 0.04 E n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (Matrix) Weight:175 lb FT=20% BCDL 10.0 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 Gray A=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-1=-8736/2137,B-1=-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=-172217216,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=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; �Q�O OF*S' 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 �Co� ,NGI N4- �4-, 10-7-3 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 -v 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 .9782 P E re. 5)Unbalanced snow loads have been considered for this design. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - MI 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.-- REGON 0'� fit between the bottom chord and any other members. it 9)A plate rating reduction of 20%has been applied for the green lumber members. 7 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9,9 �-IR Y A 6 J<c, A=1583,E=1583. it PA UL �` 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 1 MOM A 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 Weir®connectors.This design is based only upon parameters shown,and is for an individual building component.not �F 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/T9I7 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 K1745927 DR_HORTON_PLAN_4704-B 62 KINGPOST 1 2 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 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-ahVWVRzSuPi09X21aq?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) f I AWARN/NG-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 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 K1745928 DR_HORTON_PLAN_4704-B C1 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 1917:24:55 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_M DkTzjVmV-ahWlNRzSu Pi09X2laq?1 cGX21 tboswxlsy9k6bXzjUwc 1 -1-0-0 1 3-6-0 I 7-0-0 1 8-0-0 1 1-0-0 3-6-0 3-6-0 1-0-0 4x4= Scale=1:19.5 D 1.5x4 r, L E 1.5x4 I 8.00 12 K C 1161111 1INFBJto R: Z':"A:K 'Z'.'1.1: 'II014II'II aII''*:CAir.'''' '''�l'VIACAW G A J I H 2.5x4 = 1.5x4 H 1.5x4 H 1.5x4 I I 2.5x4= I 7-0-0 I 7-0-0 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 0.05 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 * Code IRC2012/TPI2007 (Matrix) Weight:31 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. 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. (lb)-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. ��ED PROFeo 6)Gable requires continuous bottom chord bearing. ,, R .0 7)Gable studs spaced at 1-4-0 oc. 0.4G1 F Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,_ 2"9 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 :9782P E r 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. 7.,/e1 - . 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r Nil y� •REGON O' Q' 'IA? (�,4 RY A 5 2 <Q. � '°AUL �"J EXPIRES: 12/31/2016 February 22,2016 f AWARNING-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 MiTekS 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 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 K1745929 .DR_HORTON_PLAN_4704-B D1 KINGPOST 2 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 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-2t4ufITXA?809CKmOjYrplbAJ_68fN30ApTg7_zj Uwb 1 -1-0-0 1 3-8-0 I 7-4-0 i 8-4-0 I 1-0-0 3-8-0 3-8-0 1-0-0 4x4 = Scale=1:19.7 C r1 il 8.00 12 H K m N L G D AIIII I 114111111111.1111111111_1 0_B c. E Io A ,/ F kA 1.5x4 II ,/ 2.5x4 = 2.5x4 = I 3-8-0 I 74-0 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 29 lb FT=20% BCDL 10.0 g 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 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-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=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will a P R OFF fit between the bottom chord and any other members. rS' 7)A plate rating reduction of 20%has been applied for the green lumber members. �Co NG(N4. `r4, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. �C? R ,9 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q 89782 P E , ei ii?A OREGON �N. Q' 19� °AULR��� EXPIRES: 12/31/2016 February 22,2016 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 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 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 ID:p_SNHOKgg4P6t8tMj_M DkTzjVmV-2t4uflTXA?809CKmOjYrplbAJ_68fN30ApTg7_zjUwb 1 -1-0-0 1 3-8-0 I 7-4-0 1 8-4-0 1 1-0-0 3-8-0 3-8-0 1-0-0 4x4 = Scale=1:19.7 C 1.5x4 IIU N 1.5x4 8.00 12 M o m L O 4IiIIi N P D K B i g. r r r E Io A ,/ 1.5x4 II F04_ 1.5x4 1.5x4 I I ;; 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) 1/defl 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 BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:32 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=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;Vult=l40mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,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. �,ED P R oFF 6)Gable studs spaced at 1-4-0 oc. �'� ss 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �NGI NEFR /O 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 �� 2'9 fit between the bottom chord and any other members. Q :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. 7. .- lr NE s 4, .RECON o� Q 1/9.,... 4RY 15 , Q, PAUL r�J EXPIRES: 12/31/2016 February 22,2016 I 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 void for use only with Mick®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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4' Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury MiffDimensions are in ft-in-sixteenths. 4 UApply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1/ " 2. Truss bracing must be designed by an engineer.For MIEW0 6 4 wide truss spacing,individual lateral braces themselves IE 11 1 liji r li p may require bracing,or alternative Tor I _ O •• pa bracing should be considered. 1-% = 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ' ce cs-s designer,erection supervisor,property owner and plates 0-1/1g' 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 MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,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 �i�� 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 BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © aDo not cut or alter truss member or plate without prior *Imo reaction section indicates joint ©2012 MiTek®All Rights Reservedapproval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. . Min size shown is for crushing only. _� , 18.Use of green or treated lumber may pose unacceptable ►� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Mil ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone _DSB-89: Design Standard for Bracing. isnot sufficient. .BCSI: Building Component Safety Information, Ii1 iie k� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate • Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015