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Plans of\ F-3 -12cA6- 00 t2- g ., , 3° 1 5,Ai & CV uualAjtRECEIVED MAR 23 2016 CITY OF TIGARD BUILDING DIVISION GABLE0 D.R. NORTON A PLAN 4704 "A" �, GARAGE RIGHT 0/ __,,,D__ „ I _ •47 I' 5/12 PITCH 1-0 O.H. II 111125# SNOW COMP 5/12 25-06-00III _iI Ill SPAN F111111 ARIEL TRUSS CO INC. j (360) 574-7333 f DRAWN BY: KEVIN LENDE R/S ��� ...1... �� � GABLE 0TRUSS MFR. PROVIDES bD STRUT.`y 3RD FLOOR GABLE... 14-09-00 �-oa-oo SPAN FRAMER CREATES 2ND SPAN FLOOR GABLE "LOOK" WITH BARGES ONLY GABLE D.R. HORTON PLAN 4704 "A" GARAGE LEFT I immoN=ma I< 5/12 PITCH 1-0 O.H. _ 25# SNOW COMP 5/1 2 25-06-00 SPAN ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: KEVIN LENDE R/S W.Ali GABLE � `ar IS( - TRUSS MFR. PROVIDES ' 3RD FLOOR GABLE.. ! ADD STRUT GZ 14-09-00 FRAMER CREATES 2ND SPAN 7-04-00 FLOOR GABLE "LOOK" SPAN WITH BARGES ONLY FEBRUARY 14, 2012 Standard Gable End Detail ST-GE100-001 - MiTek USA,Inc. Page 1 of 2 I 11 I ® k111 Typical_c4 L-Brace Nailed To 2x Verticals W/10d Nails.6"o.c. Vertical Stud i ii i \ Vertical Stud (4)-16d Common DIAGONAL ilb \ Wire Nails , BRACE MiTek USA, Inc. ---- Lith.._.....„ 16d Common SECTION B-B j_ Wire Nails DIAGONAL BRACE Spaced 6"o.c. 4'-0"O.C.MAX IV (2)-10d Common --- _2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 II 11:1 2x4 No.2 of better �� SHOWN ARE FOR ILLUSTRATION ONLY. r Typical Horizontal Brace 2x4 Stud Nailed To 2x_Verticals ' -- k: 12 w/(4)-10d Common Nails Y; Varies to Common Truss SECTION A-A = /iFtr ///.E!,,//I.'I.%////A%%©�; SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2) 10d NAILS AT EACH END. **�� ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)- 10d COMMON WIRE NAILS. I I ImmilB i B ` 3x4= ■ ■• u—unm (4)-8d NAILS MINIMUM, PLYWOOD /////////////////////////. SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B ,24"Max Roof Sheathing NOTE: _ _ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 11—►;1 N� E =2►1 / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1,-3„ I �� �� \�\�� WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-10p' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. �i ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT IPW (2)-10d NAILS BRACING OF ROOF SYSTEM. 4) 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 / DIAPHRAM AT 4'-0"O.C. • %Trusses @ 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 IP. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ,,� ATTACH TO VERTICAL STUDS WITH(4) 10d NAILS THROUGH 2x4. /2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 points 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 ►;1 HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL 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 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 1 CONNECTION OF BRACING IS BASED ON MWFRS. int MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 4704-A The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1739495 thru K1739501 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. 'S��E� PROFFS C�� ANG INE .NE s-2 �� 89782PE -37 c-- OREGON.4 , °gRY150 PAUL ,\ .16/1,4"43.411-1213-1-. February 18,2016 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 , K1739495 DR_HORTON_PLAN_4704-A Al FINK 14 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 17 18:34:43 2016 Page 1 I D:vRI Kg HdrbX RwLS6gu877dLzk8Lp-UVKDUgvVmfgE_?ki KTOTYgfLa3eRrx_fgTUwcYzk85A 1-1-0-0 1 6-8-10 I 12-9-0 l 18-9-6 I 25-6-0 1,26-6-01 1-0-0 6-8-10 6-0-6 6-0-6 6-8-10 1-0-0 Scale=1:45.2 4x4— D I\ 5.00 12 p P 1.5x4 \\ N Q 1.5x4 "/ C E a c M R B F v 0 WI ra 17 G 0111 c? ►/ J K L I H :=.1 o 4x4 = 3x4= 3x4= 3x4 = 4x4= I 8-2-15 I 17-3-1 I 25-6-0 I 8-2-15 9-0-1 8-2-15 Plate Offsets(X.Y)-- [B:0-2-6,Edge],[F:0-2-6,Edge] 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 0.42 Vert(LL) -0.17 H-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.42 H-J >720 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.07 F n/a n/a BCLL 0.0 * Code IRC2012/TP12007 BCDL 10.0 (Matrix) Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1130/0-5-8,F=1130/0-5-8 Max Horz B=-63(LC 12) Max Uplift B=-88(LC 14),F=-88(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-M=-2113/185,C-M=-2042/200,C-N=-1902/184,N-0=-1826/193,D-0=-1818/202, D-P=-1818/202,P-Q=-1826/192,E-Q=-1902/184,E-R=-2042/200,F-R=-2113/185 BOT CHORD B-J=-122/1873,J-K=-40/1232,K-L=-40/1232,I-L=-40/1232,H-I=-40/1232, F-H=-132/1873 WEBS C-J=-453/148,D-J=-28/760,D-H=-28/760,E-H=-453/148 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=26ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-9-0,Exterior(2)12-9-0 to 15-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 skED PROFe 3)Unbalanced snow loads have been considered for this design. cS' 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �Co� ANG I N E"F9 s/(7 non-concurrent with other live loads. �C? 1i'9 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q :9782P E 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 fit between the bottom chord and any other members,with BCDL=10.Opsf. / . 7)A plate rating reduction of 20%has been applied for the green lumber members. /ice 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 88 lb uplift at joint B and 88 lb uplift at joint Wir 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S '7+ OREGON 2,co "9,c, 4RY AS ,_�,Q, PAUL r EXPIRES: 12/31/2016 February 18,2016 I 1 is 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 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 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 K1739496 DR_HORTON_PLAN_4704-A A2 GABLE 1 1 Job Reference(optional) _ Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 17 18:34:44 2016 Page 1 ID:vRIKgHdrbXRwLS6gu877dLzk8Lp-yhubh0w8Xyo5b9luuBXi4u Bb6T4xaSjov6ET8_zk859 1-1-0-0 1 29-0 I 25-6-0 26-6-0 I 1-0-0 12-9-0 12-9-0 1-0-0 Scale=1:45.3 3x4= I J K J 0 H : L 5.00 12 GAJ e MAK F N E : 0 D : P C : Q Al AL s o .7\A AAA7\A/\A"../N.AAA2 A.2\/\i ls,w.A7\wAAAAAA \AAAAAAAA A_AAAAA AAAAAA /• o 3x4= AH AG AF AE AD AC AB AA Z Y X W V U T 3x4= 3x4 = I 25-6-0 I 25-6-0 Plate Offsets(X.Y)-- [J:0-2-0,Edge].[Y:0-1-8.0-1-81 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 0.11 Vert(LL) 0.00 R n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(TL) 0.01 S n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 R n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 1 (Matrix) Weight:135 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 25-6-0. (lb)- Max Horz B=-63(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,R,AC,AD,AE,AF,AG,AH,Z,X, W,V,U,T Max Gray All reactions 250 lb or less at joint(s)B,R,AB,AC,AD,AE,AF,AG,AA, Z,X,W,V,U except AH=349(LC 19),T=349(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=26ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-9-0,Exterior(2)12-9-0 to 15-9-0 zone;cantilever left and right exposed;end vertical left and right exposed:C-C for members and forces&MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,EO P R OFF 4)Unbalanced snow loads have been considered for this design. `,<(, NG[NF���•,�O 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Gj non-concurrent with other live loads. ,[7 1- 6)All plates are 1.5x4 MT20 unless otherwise indicated. 89782P 9� 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - ' fit between the bottom chord and any other members. OREGON '143 11)A plate rating reduction of 20%has been applied for the green lumber members. Q 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,R,AC,AD,AE, 1,9 4fiy 15 �' !Q`� AF,AG,AH,Z,X,W,V,U,T. � V� 13)"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 18,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 . K1739497 DR_HORTON_PLAN_4704-A A3 FINK 5 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 17 18:34:45 2016 Page 1 ID:vRIKgHdrbXRwLS6gu877dLzk8Lp-QuS_vMxmlGwyDlt5Su2xd5kgstJEJo_x8mz1 hQzk858 1-1-0-0 i 6-8-10 I 12-9-0 I 18-9-6 I 25-6-0 126-6-0 I 1-0-0 6-8-10 6-0-6 6-0-6 6-8-10 1-0-0 Scale=1:45.2 4x4 = D r� 5.00 12 Q R 1.5x4 \\ P S 1.5x4 // A C E c / 111 O ►� T digligLF BIA r '1/4 _' Atillell E ._. IM NMI KJ I H PM 4x4= 4x4 = 3x4= 1.5x4 II 3x4= 3x4 = I 8-2-15 I 12-9-0 I 17-3-1 I 25-6-0 I 8-2-15 4-6-1 4-6-1 8-2-15 Plate Offsets(X.Y)— [B:0-2-10.Edge].[F:0-2-10.Edge] 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 0.50 Vert(LL) -0.12 J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.37 J >817 180 TCDL 7.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.08 F n/a n/a BCLL 0.0 Code IRC20121TPI2007 (Matrix) Weight:112 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1162/0-5-8,F=1162/0-5-8 Max Horz B=63(LC 13) Max UpliftB=-89(LC 14),F=-89(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-2195/203,C-0=-2124/219,C-P=-1984/203,P-Q=-1908/211,D-Q=-1900/221, D-R=-1900/221,R-S=-1908/211,E-S=-1984/203,E-T=-2124/219,F-T=-2195/203 BOT CHORD B-K=-139/1948,J-K=-50/1326,I-J=-50/1326,H-I=-50/1326,F-H=-149/1948 WEBS C-K=-451/147,K-L=-40/757,D-L=-37/804,D-M=-37/804,H-M=-40/757,E-H=-451/147 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=26ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-9-0,Exterior(2)12-9-0 to 15-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �Ep P R QFe 3)Unbalanced snow loads have been considered for this design. cS' 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �Co �r G1 NE s/O non-concurrent with other live loads. L ?i-F.... 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :9 7 82 P E 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. . 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. r MR 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. cv •REGON '� 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 12 lb up at 12-9-0 172! 20 cQ' on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 1 qRy 5 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard pa U L r` EXPIRES: 12/31/2016 Continued on page 2 February 18,2016 I ► 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 111. 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 K1739497 DR2HORTON_PLAN_4704-A A3 FINK 5 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 17 18:34:45 2016 Page 2 ID:vRI Kg HdrbXRwLS6gu877dLzk8Lp-QuS_vMxmlGwyDlt5Su2xd5kgstJEJo_x8mz1hQzk858 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:B-F=-20,A-D=-64,D-G=-64 Concentrated Loads(Ib) Vert:J=-63(F) 111111.11111111.11111111111111.1111111.111.1111111.1111..............1111111.1.1..11111111111111111.111111.111.111111111111.11111.1M A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-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 K1739498 DR_HORTON_PLAN_4704-A A4 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 Mitek Industries,Inc. Wed Feb 17 18:34:46 2016 Page 1 ID:vRIKgHdrbXRwLS6gu877dLzk8Lp-u4?M6hyO3a2prSSHOcZA9JHsrHgL2Dt5NQjaDtzk857 1-1-0-01 6-8-10 I 12-9-0 I 18-9-6 I 25-6-0 126-6-01 1-0-0 6-8-10 6-0-6 6-0-6 6-8-10 1-0-0 Scale=1:46.3 2.5x4 = 4x4 = E '9 5.0012 Al AJ DAH AK C .:, ■ F ■ AG AL Iliki v B .. IL Ift 1111111 Gjoral , H h: -.-r; 47_24L K J I o 4x4= 3x4 = 3x4= 3x4 = 4x4 = 4x6 = I 8-2-15 I 17-3-1 I 25-6-0 I 8-2-15 9-0-1 8-2-15 Plate Offsets(X.Y)— jB:0-2-6,Edge],[E:0-2-0.0-0-10].[G:0-2-6,Edge],[K:0-1-4.0-2-0],[M:0-3-0,0-2-0] 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 0.42 Vert(LL) -0.10 K-L >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.33 G-I >902 180 TCDL 7.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.07 G n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (Matrix) Weight:146 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-9 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):M,AF 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=1130/0-5-8,G=1130/0-5-8 Max Horz B=63(LC 13) Max Uplift B=-88(LC 14),G=-88(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AG=-2105/180,C-AG=-2033/195,C-D=-1901/188,D-AH=-1819/150,AH-AI=-1811/156, E-Al=-1759/166,E-AJ=-1817/207,AJ-AK=-1825/197,F-AK=-1901/189,F-AL=-2042/205, G-AL=-2112/189 BOT CHORD B-L=-116/1864,K-L=-84/1282,J-K=-27/1219,1-J=-27/1219,G-1=-136/1873 WEBS C-L=-338/99,L-M=0/635,E-M=0/632,E-AF=-52/743,I-AF=-56/731,F-1=-453/148 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=26ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-9-0,Exterior(2)12-9-0 to 15-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ED PROF 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 .`(� �cS's Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Gj �NG]NLCF, �O 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��? �_9 4)Unbalanced snow loads have been considered for this design. Q :97$2PE 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. ' 7)Gable studs spaced at 1-4-0 oc. 'r 1111 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c..-- • •REGON 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 S -7+0 20 ��- fit between the bottom chord and any other members. ^7,9, 41RY Ab f 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,G. PA U L " 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 18,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1-7473 rev.10/03/2015 BEFORE USE. NI- 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 iJob Truss Truss Type Qty Ply K1739499 DR_HORTON_PLAN_4704-A B1 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 17 18:34:47 2016 Page 1 ID:vRIKgHdrbXRwLS6gu877dLzk8Lp-MGZkKIyOgtBgTc1 TZJ5PiWp6_g71 npcEb4S81Jzk856 1 -1-0-0 I 7-4-8 I 14-9-0 1 15-9-0 I 1-0-0 7-4-8 7-4-8 1-0-0 Scale=1:27.5 4x4 = F -1 G E 5.00 12 T D r V H U II C : Li I S P Y V B J A ri w - Y LI K Ir? o xxxxxY,xxxxXxA.XXXXl�x AX)c_Xxxxxxx)�.xxxxxxxx XXXXXXXXXrNxr�xx \ o 3x4 = R Q P 0 N M L 3x4= I 14-9-0 I 14-9-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 1 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP (Roof Snow-25.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 J n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.05 Vert(TL) 0.00 K n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 J n/a n/a Code IRC2012/TP12007 (Matrix) Weight:63 lb FT=20% B.CDL-- 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 14-9-0. (Ib)- Max Horz B=-38(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,J,P,Q,R,N,M,L Max Gray All reactions 250 lb or less at joint(s)B,J,0,P,Q,N,M except R=272(LC 1),L=272(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.II;Exp B:enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 7-4-8,Corner(3)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 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 c 6)All plates are 1.5x4 MT20 unless otherwise indicated. .<C�°D OF`ss 7)Gable requires continuous bottom chord bearing. �D 0NGtNE- /O 8)Gable studs spaced at 1-4-0 oc. �� * 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q $•782PE -7_,..10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,J,P,Q,R,N,M, "/ L ,�coo OREGON '•4, 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q 1,3, 4 R Y 15 _<C,� MAUL R\ EXPIRES: 12/31/2016 February 18,2016 assonmesioniasta m11-- 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 Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-B9 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Corona,CA 92880 J Job Truss Truss Type Qty Ply K1739500 DR_HORTON_PLAN_4704-A Cl KINGPOST 2 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 17 18:34:48 2016 Page 1 ID:vRIKgHdrbXRwLS6gu877dLzk8Lp-gT76XNzebBJX4mcf71ceFkMH34SdWFPO kl Chllzk855 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 Scale=1:17.8 4x4= C 5.00 12 H J G D B -- Nori . E k- A F 1.5x4 II 2.5x4= 2.5x4 = I 3-8-0 I 7-4-0 I 3-8-0 3-8-0 LOADING(psf) TOLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 D-F >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 D-F >999 180 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Weight:26 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=367/0-5-8,D=367/0-5-8 Max Horz B=-21(LC 12) Max Uplift B=-50(LC 14),D=-50(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-383/55,G-H=-332/60,C-H=-329/65,C-1=-329/65,I-J=-332/61,D-J=-383/55 BOT CHORD B-F=0/303,D-F=0/303 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,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. �EQ P R OFe. 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 La. fit between the bottom chord and any other members. �Co �NGI NEER wo 7)A plate rating reduction of 20%has been applied for the green lumber members. �C? 4.. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. 9782 P E r- 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9? OREGON X413 14) AIRY 1b Q• PAUL Ir0 EXPIRES: 12/31/2016 February 18,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M.". 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 K1739501 DR_HORTON_PLAN_4704-A C2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 17 18:34:48 2016 Page 1 ID:vRIKgHdrbXRwLS6gu877dLzk8Lp-gT76XNzebBJX4mcf71 ceFkMH34SdWFPOgkChllzk855 1 -1-0-0 1 3-8-0 I 7-4-0 1 8-4-0 I 1-0-0 3-8-0 3-8-0 1-0-0 Scale=1:17.8 4x4= C 5.00 I H J G D B — c'? — E c%> o A o 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 0.12 Vert(LL) -0.00 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 D-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 IRC20121TP12007 (Matrix) Weight:26 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=367/0-5-8,D=367/0-5-8 Max Horz B=-21(LC 12) Max Uplift B=-50(LC 14),D=-50(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-383/55,G-H=-332/60,C-H=-329/65,C-I=-329/65,I-J=-332/61,D-J=-383/55 BOT CHORD B-F=0/303,D-F=0/303 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,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 P R O ��cp non-concurrent with other live loads. GI NF / 6)Gable studs spaced at 1-4-0 oc. P 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,N?` N �2 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 89782 P E 9� fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. / 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. • , /` 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i 59t1 . ----. • 92 OREGON Oih 1,Q�'1RY 15 � ,C 'AUL 9\ EXPIRES: 12/31/2016 February 18,2016 4 M A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil- 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 . Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3�" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property • a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0-1/1 6wide truss spacing,individual lateral braces themselves IlilLIII WEBS 4 may require bracing,or alternative Tor I 311V7 p bracing should be considered. iAllt A 1 ORRIllor 0MME O= 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. O 0 4. Provide copies of this truss design to the building c�8 c6 C5-6 ~ designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. p p y plates 0-'/Ig' from outside 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. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 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 ill, Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 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. tENIO reaction section indicates joint Ellimarda number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �_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/TPI l: National Design Specification for Metal Mil19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, M20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, lie ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015