Loading...
Plans (18) f 0612.' D.R. HORTON APLAN 4704 "A" et GARAGE LEFT D 0 5/12 PITCH 1-0 O.H. 25# SNOW v IL. COMP A 5/12 25-06-00 SPAN { ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: KEVIN LENDE ` R/S { l GABLE Bt ; IC( TRUSS MFR. PROVI L�ES I I ADD STRUT'. 02- 3RD FLOOR GABLE.. 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 II ) ® MiTek USA,Inc. Page 1 of 2 DEQ Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud II I Vertical Stud (4)-16d Common J i1C.-unr-,,,ig Wire Nails , BIAGONAL [3 ACE USA, Inc. rte16d Common SECTION B-B1L_,- MiTek Wire Nails DIAGONAL BRACE ,—_.�1j1 Spaced 6"O.C. 4'-0"O.C.MAX (2)-10d Common Mira 2x6 Stud or Wire Nails into 2x6 R 2x4 No.2 of better iiliiii TRUSS GEOMETRY AND CONDITIONS - \ SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 111116112 SECTION A A w/(4)-10d Common Nails � Varies to Common Truss 2x4 stud ! ���y��%� //�%/ //%%/ /!: SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING /„ TO TRUSSES WITH(2)-10d NAILS AT EACH END. ill I I I ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. IIMIIMilinimimP �� y` 3x4= NIMUM,PLYWOOD """"�/A���/��A/ArAW/41/4= SHEATHINIG TOLS I2x4 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. I'1 ' 1, i M' / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND % '\ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 3 (2)-191:1' I fix/ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. �� ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT r� (2) 10d NAILS BRACING OF ROOF SYSTEM. / I 0, 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 I- DIAPHRAM AT 4'-0"O.C. . /Trus' -s @ 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A I.�� / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL �ir--4 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d p 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 Olnt COMMON WIRE NAILS AND ATTCHED 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 I:1 HORIZONTAL BRACE El (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 7-7-4 114-14 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 CONNECTION OF BRACING IS BASED ON MWFRS. wit MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON 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. ,5 s‹, 2- 44. /0 89782PE r- Y,L OREGON_e Q' -'q�gRY15 ;�Q' PAUL Ck .16'1,(Al•Pie fing1.2.0.16_ 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-AAI FINK 14 1 Job Reference(optional) Mel 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 HdrbXRwLS6gP u877d LzkBLp-U VKDU gvVmfg E_?ki KTOTYgfLa3eRrx_fgTUwcYzk85A I-1-0-0 1 6-8-10 I 12-9-0 I 18-9-6 i 25-6-0 126-6-0 1-0-0 6-8-10 6-0-6 6-0-6 6-8-10 1-0-0 Scale=1:45.2 4x4= D en 5.00 .11_. O 1.5x4 \\ N Q 1.5x4 // E C r M F .'"'\ s n -- �=. GIM a of J• K L I H � 4x4= 4x4 = 3x4= 3x4= 3x4 = 8-2-15 I 17-3-1 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/deft 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/TPI2007 (Matrix) Weight:102 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-14 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 UpliftB=-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-O=-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 DOLSCE 7- 0;0 plate grip DOlat roof ��PEO P R Qp 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. �, GINE R `>,--, 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 Gj N F Q 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. Q :9782P E r 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. - /� 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 88 lb uplift at joint B and 88 lb uplift at joint iipv F. �`y,L OREGON P., �, 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. f✓ (1,Q' Q. 1,3) gRY15 k PA U L R\J EXPIRES: 12/31/2016 February 18,2016 II A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. m11. 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 MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Klug Circle fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 9 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-yhubh0w8Xyo5b91uuBXi4uBb6T4xaSjov6ET8_zk859 110-0 I 12-9-0 12-9-0 I 25-6-0 2 I 12-9-0 1-0-0-0-0 Scale=1:45.3 3x4= I J K II H L 5.00 12 GAJ MAK F N E 0 D P C 0 Al AL o B @ @ @ @ @ @ @ �- @ @ @ R S �" ��r.��r t int�i <^��T���r \���n"�r �� ��,',/\/\�"�.����1 ��r �nf nn Io 3x4= AH AG AF AE AD AC AB AA Z 1' X W V U T 3x4= 3x4 = I 25-6-0 25-6-0 Plate Offsets(X.Y1-- fJ:0-2-0.Edoel.(Y:0-1-8.0-1-81 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 0.11 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/TPI2007Matrix 20% BCDL 10.0 ( ) Weight:135 lb FT= 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. (Ib)- 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=6.0psf;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)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 ,`�Q�ED P R OFFS 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��Gj ANG NFFR s/� non-concurrent with other live loads. 2 6)All plates are 1.5x4 MT20 unless otherwise indicated. Q� $9782 P E 9r 7)Gable requires continuous bottom chord bearing. 8)Gablet 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 - • 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 i �f- 3 fit between the bottom chord and any other members. h 11)A plate rating reduction of 20%has been applied for the green lumber members. -74/&OREGON N. 11) ,tz. 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,...... ,9 b , Q' AF,AG,AH,Z,X,W,V,U,T. IR)/ �!G 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, PA U` r� EXPIRES: 12/31/2016 February 18,2016 I 1 WARNING-Verilydesign ter. g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/07/2015 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/TPIl Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply • K1739491 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_x8mzlhQzk858 I-1-0-0 I 6-8-10 12-9-0 18-9-6 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 5.00 12 10/Ad R1.5x4 \\ P S1.5x4 // C Ee to 47 T 0F B Gv V e 1 5x41 ` Io 6 ►i K I H �� J 4x4 = 4x4= 3x4= 1.5x4 II 3x4= 3x4 = I 8-2-15 I 12-9-0 I17-3-1 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 CSL DEFL. in (loc) I/deft Lid 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 IRC2012/TP12007 (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 Uplift B=-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 X90 P R OFen 3)Unbalancedhistruss snow loads have been consideredof mifor this design. ��'< GINE R s/2� 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 �J N+ F 0 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. :9782 P E f 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. v . 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. r Ill 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 �994/�q RY 1 20 0.. - on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 94- \J 'AUL " LOAD CASE(S) Standard EXPIRES: 12/31/2016 Continued on page 2 February 18,2016 1 1 Nom A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and 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 2 ID:vRI KgHdrbXRwLS6gu877dLzk8Lp-Q uS_vMxmlGwyDlt5Su2xd5kgstJEJo_x8mz1 hQzk858 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:B-F=-20,A-D=-64,D-G=-64 Concentrated Loads(Ib) Vert:J=-63(F) rr. 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,notMil a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �Y�w iTe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Il 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) Mel 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?M6hy03a2prSSH0cZA9JHsrHgL2Dt5NQjaDtzk857 1-1-0-01 6-8-10 I 12-9-0 I 18-9-6 I 25-6-0 X26-6-0 1 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 II 5.00 12 Al AJ DAH AK AL B AG ill .,Il G H / ai7 ra : by. ]e7 O i LK J I A 4x4= 4x4 = 3x4= 3x4 = 3x4= 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)-- [B:0-2-6.Edge],[E:0-2-0.0-0-10].[G:0-2-6.Edge].[K:0-1-4.0-2-0J,[M:0-3-0.0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid 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-1 >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/TPI2007 (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 UpliftB=-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-AI=-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,I-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-I=-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 Q,ED PROFec 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 •`(: G'NE ScS'j Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � 0N ER Q 3)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,� 2,9 4)Unbalanced snow loads have been considered for this design. Q :9782 P E 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. r...- J 7)Gable studs spaced at 1-4-0 oc. r III 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •REGON "-- 9)* -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 , 7/1/4, 20 ceQ fit between the bottom chord and any other members. 14Ry 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 UL ' 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 1 I MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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/1P11 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 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-MGZkKIyOgtBgTc1TZJ5PiWp6_g71 npcEb4S81Jzk856 1 -1-0-0 1 7-4-8 I 14-9-0 1 15-9-0 1 1-0-0 7-4-8 7-4-8 1-0-0 Scale=1:27.5 4x4= F 1011. 5.00 12 E r G T D H U C i RI I I S y v B _ v P1 Y L7 Y L hi J K I ,.z• • '•• , •••••• • • • •• ----- " rR',.•-•,' • O 3x4 = R Q P 0 N M L 3x4= I 14-9-0 14-9-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.07 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 BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:63 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 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=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-0-0,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. '' D P R 6)All plates are 1.5x4 MT20 unless otherwise indicated. .c5 OF�`.cw 7)Gable requires continuous bottom chord bearing. C �NGI NEER /Q2 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� $•782 P E 9r- 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, y/ L5 OREGON �� 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /L(/ 20 �Q 99'1 '''''A U L R‘Na EXPIRES: 12/31/2016 February 18,2016 1 I Ack 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 MTeke 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/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 ' K17395Q0 DR_HORTON_PLAN_4704-A Cl KINGPOST 2 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:vRI Kg HdrbXRwLS6gu877dLzk8Lp-gT76XNzebBJX4mcf71 ceFkMH34Sd WFPOgkChllzk855 I -1-0-0 3-8-0 I 7-4-0 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 I H J G D B o d A E o -WI' F \ 1.5x4 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 floc) I/defl 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 BBCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight 26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=367/0-5-8,D=367/0-5-8 Max Horz B=-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 Iced of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �E P R �� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p Q 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 •` GINE()Fen fit between the bottom chord and any other members. SCJ N C' Q 7)A plate rating reduction of 20%has been applied for the green lumber members. �� 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. S.g 782 P E 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S,L OREGON Ooh '9i9 (ipy -‘ ,<(.7 PA U L RAJ EXPIRES: 12/31/2016 February 18,2016 1 I MOM A WARNING-Verity 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 MF Fie IC 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 Qualify 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) 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-gT76XNzebBJX4mcf/1 ceFkMH34SdWFPOgkChIlzk855 I -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 I J H G D B — a v a A E Io ...11111... = 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/defl 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 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. (Ib/size) B=367/0-5-8,D=367/0-5-8 Max Horz B=-21(LC 12) Max UpliftB=-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.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,Exterior(2)3-8-0 to 6-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 11 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 ,`�QE� PR OFFss non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. �Cj NG I N 4-„ VQ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 lt. 89782 P E 9r fit between the bottom chord and any other members. plate rating reduction of 20%has beenthapplied 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. 94/ OREGON 0*� Q' 99� °AUL ,\N AUL Q EXPIRES: 12/31/2016 February 18,2016 1 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 MiTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property,damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Rug 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 1 /q offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury II a= Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. MINEEMERMI 2. Truss bracing must be designed by an engineer.For Q-1/16" 4 wide truss spacing,individual lateral braces themselves 0 611111 WEBS may require bracing,or alternative Tor I MMIEMI 0 ,. bracing should be considered. O 3. Never exceed the design loading shown and never 11111Aor �� stack materials on inadequately braced trusses. rL 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate 1— c7-8 C6-7 cs-s r0 designer,erection supervisor,property owner and plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 •11i 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 ANSITTPI 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. 1 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. ti.dP reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ►.1 li®* 18.Use of green or treated lumber may pose unacceptable 1.--_.=-_,. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: 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 is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M I Te k 6 ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015