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Plans (19) AS 7;2,0) -mak? . (Sac? S w/ c, )lel !moi RECEIVED 27-09-00 r MAR 9 2016 SPAN ITYOFTIGARD BUILDING DIVisio GABLE D.R. HORTON PLAN 4706 "A" GARAGE LEFT , Wil 5/12 PITCH - aI 1-0 O.H. 25# SNOW COMP (.) ARIEL TRUSS CO INC. (360) 574-7333 ' itti ` RIS DRAWN BY: 4 illim g 1 GABLE 410' KEVIN LENDE I n 18-11-08 ADD STRUTS moi" SPAN DBL TIC STUB . C3 9-03-00 SPAN LUST( 27-09-00 _ SPAN GABLE___g--) I 1 D.R. NORTON PLAN 4706 GARAGE RIGHT m a L 5/ PITCH -1rim pi 1-012 O.H. 25# SNOW IM Iii I II COMP 111 III II III ARIEL TRUSS CO INC M . -I mu (360) 574-7333 II • fit101 I DRAWN BY: KEVIN LENDE PIT-el GABLE g� ADD STRUTS � 18-11-08 3TUB,6l DBL T/C SPAN G� 9-03-00 SPA, N------\\ rLc�SZV _i FEBRUARY 14, 2012 Standard Gable End Detail ST-GE100-001 LIIJLIJ O MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud ' ' Vertical Stud (4)-16d Common DIAGONAL Wire Nails itØrd BRACE MiTek USA, Inc. X>< 16d Common SECTION B-B ..� Wire Nails DIAGONAL BRACE ,62111011 ._"."11.111n �� Spaced 6"o.c. 4'-0"O.C.MAX ----� [ice' ` (2)-10d Common ■MIIA 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 .,.,� 2x4 No.2 of better �� SHOWN ARE FOR ILLUSTRATION ONLY. I/ Typical Horizontal Brace Nailed To 2x_Verticals III 12 SECTION A A w/(4)-10d Common Nails All � Varies to Common Truss zxa Stud er Awry4E,„,„,„,41E-,„„„„Ayc !. SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA 'lhTWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. jY ATTACH DIAGONAL BRACE TO BLOCKING WITH ,.` 3x4= (5)-10d COMMON WIRE NAILS. mm ny •Ammilimin ' • ' . (4)-8d NAILS MINIMUM, PLYWOOD F""""""/"���A�AVAIAI�� 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. ,-(:1�, �'@ / 2.CONNECTIONTBETWEEN BOTTOM CHORD OF GABLEOEND TRUSS AND �� "\ , WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" � uX/ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. (2) 1/ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / i�� (2)- 10d NAILS BRACING OF ROOF SYSTEM. / i', 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 0--, �� / ^ DIAPHRAM AT 4-0"O.C. �� /Trus• -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 / L BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. �� ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. r / (REFER TO SECTION A-A) Dia Brace /AT ACHED TOL VERTICALBERTSPACED(4) O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. g /COMMON DWIRENAILSN WITH C ED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1�3 point COMMON AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed -, TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. End Wall 1'.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 CONNECTION OF BRACING IS BASED ON MWFRS. __ . mil. ti, Mileke MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR_HORTON PLAN 4706-A The truss drawings)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K 1746062 thru K 1746069 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. ���Eo PR pFFSS 7çot NR �4 >0 89782PE 9,L OREGON O4y Q` 9.9 &4RY 16 2 Q. /EX. : ?J1 2016 February 22,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. JobTruss Truss Type Qty Ply K1746062 DR HORTON_PLAN_4706-AAI FINK 13 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:46 2016 Page 1 I D:BR2bLow4HoMXhIjs51DciYzjUYF-3gVPGXOhKKFvtV160fQJglaVmPiteELomfQ80SzjULF 27-9-0 8-9-0 (_1.0.01 7-3-613-10-820-5-10 6-7-2 1 7-3-6 �1-00 1-0-0 7-3-0-66-7-27-2 Scale=1:48.9 4x6= D Ell P 5.00 12 0 1.5x4 \\ NQ 1.5x4 // E C All11111111111:111111..-1 M F `s\ G 'T � I3 I PYA " A :' ti. °] o � J' K L I H es o 4x4 = 4x4= 3x4— 4x4 — 3x4 = 18-5-12 27-9-0 I 9-3-4 9 3-4 1 9-2 -8 9-3-4 Plate Offsets(X.Y1-- LB:0-2-14,Edge].[F:0-2-14,Edge] 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 0.54 Vert(LL) -0.21 H-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.50 B-J >660 180 TCDL 7.0 Rep Stress lncr YES WB 0.35 Horz(TL) 0.09 F n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Weight:110 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1225/0-5-8,F=1225/0-5-8 Max Horz B=-73(LC 12) Max UpliftB=-92(LC 14),F=-92(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-M=-2306/205,C-M=-2231/222,C-N=-2041/192,N-0=-1950/202,D-0=-1948/212, D-P=-1948/212,P-Q=-1950/202,E-Q=-2041/192,E-R=-2231/222,F-R=-2306/205 BOT CHORD B-J=-139/2047,J-K=-42/1351,K-L=-42/1351,I-L=-42/1351,H-1=-42/1351, F-H=-148/2047 WEBS C-J=-509/161,D-J=-24/790,D-H=-24/790,E-H=-509/161 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=28ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-10-8,Exterior(2)13-10-8 to 16-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0 P R OF 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �R� PROF, c- Unbalanced snow loads have been considered for this design. �N(j�N �CR ,5t 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. �4 - ✓ �9782PE "fit 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. `�/ 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint B and 92 lb uplift at joint - F A `y 'OIREGON 4'', 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. , 4, RY y 2 �Q� 9fi F'A U L ok\-a EXPIRES: 12/31/2016 February 22,2016 II mom ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2018 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 Matt('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 Wu9 Circle fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746063 DR_HORTON_PLAN_4706-A A2 FINK 5 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:47 2016 Page 1 I D:BR2bLoxAHoMXhIjs5lDciYzjUYF-Ys2oTtPJ5eNmVeclyNxYDz7ebp15Nf5x_J9iZuzj ULE 1-1-0-01 7-3-6 13-10-8 I 20-5-10 I 27-9-0 p8-9-0I 1-0-0 7-3-6 6-7-2 6-7-2 7-3-6 1-0-0 Scale=1:48.9 4x6= D t 5.00 T12 1.5x4 111111/0\111P S 1.5x4 // CE OT oBF l01.Gx4- l.oxa I I��.bx4— G 4x6 = K J I H �� I o 3x4= 3x4= 3x4 = 4x6 1.5x4 II I 9-3-4 I 1310 -8 I 18-5-12 27-9-0 I 4-7-4 4-7-4 9-3-4 LOADING(psf) TCLL 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 0.66 Vert(LL) -0.15 B-K >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.62 Vert(TL) -0.50 B-K >656 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.09 F n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:122 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1256/0-5-8,F=1256/0-5-8 Max Horz B=-73(LC 12) Max Uplift B=-94(LC 14),F=-94(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-2389/222,C-0=-2314/240,C-P=-2124/210,P-Q=-2034/220,D-Q=-2031/230, D-R=-2031/230,R-S=-2034/220,E-S=-2124/210,E-T=-2314/240,F-T=-2389/222 BOT CHORD B-K=-155/2123,J-K=-53/1445,I-J=-53/1445,H-1=-53/1445,F-H=-164/2123 WEBS C-K=-506/160,K-L=-34/792,D-L=-33/834,D-M=-33/834,H-M=-34/792,E-H=-506/160 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=28ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-10-8,Exterior(2)13-10-8 to 16-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. QED P R OFF 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �' non-concurrent with other live loads. �Gj� �ilGI NEER cS'jO 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �C? 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 C&.• 782P E "9�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 94 lb uplift at joint B and 94 lb uplift at join / .• ei, • . F. ,/ _ 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. v N,lr) 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 A 9 OREGON 13-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. y 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4/&,, ARY 15 J�,Q� �9 LOAD CASE(S) Standard pA U L vs EXPIRES: 12/31/2016 Continued on page 2 February 22,2016 1 r WARNING-Verify design 11 my g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 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/T111 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746063 DR HORTON_PLAN_4706-A A2 FINK 5 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:47 2016 Page 2 I D:BR2bLoxAHoMXhIjs5IDciYzjUYF-Ys2oTtPJ5eNmVeclyNxYDz7ebp15Nf5x_J9iZuzj ULE LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:B-F=-20,A-D=-64,D-G=-64 Concentrated Loads(Ib) Vert:J=-63(F) 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/'P11 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 4 Job Truss Truss Type Qty Ply K1746064 DR_HORTON_PLAN_4706-A A3 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:49 2016 Page 1 I D:BR2bLoXAHoMXhIjs51 DciYzjUYF-UFAYuYQZdFdTkymh4oz010C7sdrGrgdESdeodnzjULC 1-1-0-0 l 13-10-8 i 77-9-0 g_g_0 1-0-0 13-10-8 13-10-8 1-0-0 Scale=1:49.1 3x4= J K L I 5.00HAMANG0 F P E QjllIIIIIIIII1IIIIIIIiIRS C v B AL AOA ,� III I - is1miiN i` T Ucr 1 I7 T- TTTTTTT TTT\ O 3x4 = AK AJ Al AH AG AF AE AD AC AB AA Z Y X W V 3x4= 5x6 MT2OHS= I 27-9-0 27-9-0 Plate Offsets(X.Y)-- [K:0-2-0.Edge],[AB:0-3-0.0-3-0] TCLL OADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 T n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(TL) 0.01 U n/r 120 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 T n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:154 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 27-9-0. (Ib)- Max Horz B=-73(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,T,AE,AF,AG,AH,Al,AJ,AK,AB, AA,Z,Y,X,W,V Max Gray All reactions 250 lb or less at joint(s)B,T,AD,AE,AF,AG,AH,Al,AJ, AC,AB,AA,Z,Y,X,W except AK=325(LC 1),V=325(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=28ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-10-8,Exterior(2)13-10-8 to 16-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �t�_c t) 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 ��Ca �1JG[NF,GR s/O non concurrent with other live loads. 2 6)All plates are MT20 plates unless otherwise indicated. Q 89782 P E "9t' 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. . 9)Gable studs spaced at 1-4-0 oc. - 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will v h fit between the bottom chord and any other members. 9 N12 12)A plate rating reduction of 20%has been applied for the green lumber members. �1:9 Al Ry -15 <Q" 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,T,AE,AF,AG, 7/r AH,Al,AJ,AK,AB,AA,Z,Y,X,W,V. PA U L R 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 February 22,2016 1 1 WARNING-Verifydesign MUM g 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 Mireks 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 1 Job Truss Truss Type Qty Ply , K1,746065 DR_HORTON_PLAN_4706-A A4 GABLE 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:50 2016 Page 1 I D:BR2bLoxAHoMXhIjs5IDciYzj UYF-yRkw5uRCNZIKM6LtdWFrblBbl4oa_80gHOM9DzjULB -1-0-0l 7-3-6 I 13-10-8 I 20-5-10 I 27-9-0 X28-9-01 1-0-0 7-3-6 6-7-2 6-7-2 7-3-6 1-0-0 Scale=1:48.9 4x6= D e_ AE AF • 5.00 12 E 3x4 AD10 AG C Ilk s��� F : : ■1 AH '''A B �N/N `G H •u o d ►�� K ►�J I *. 4x4= 4x4= 3x4= 3x4= 3x4 = I 9-3-4 I18-5-12 I 27-9-0 I 9-3-4 9-2-8 9-3-4 Plate Offsets(X.Y)-- F13:0-2-14.Edael.ID:0-2-0,0-0-01.D:0-2-10,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.15 B-K >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.50 G-I >657 180 TCDL 7.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 G n/a n/a BCLL 0.0 * Code IRC2012ITPI2007 (Matrix) Weight:149 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):L OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1225/0-5-8,G=1225/0-5-8 Max Horz B=-73(LC 12) Max UpIiftB=-92(LC 14),G=-92(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AC=-2307/205,C-AC=-2232/222,C-AD=-2041/193,AD-AE=-1950/202,D-AE=-1947/212, D-AF=-1832/181,E-AF=-1863/172,E-AG=-1995/198,F-AG=-2038/190,F-AH=-2207/214, G-AH=-2287/196 BOT CHORD B-K=-139/2049,J-K=-73/1416,I-J=-73/1416,G-I=-138/2026 WEBS C-K=-508/162,K-R=-13/777,D-R=-47/805,D-L=0/649,I-L=0/655,F-I=-369/125, E-L=-257/66 NOTES- 1)Wind:ASCE 7-10;Vult=l20mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=28ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-10-8,Exterior(2)13-10-8 to gGIN % �OPR�F16-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber D r wind to plate grip DOL=1.602)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard IndustryGable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. -37 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct1.189782PE r' 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 11111 7)Gable studs spaced at 1-4-0 oc. OREGON2o'�� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4/ �Q- 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 '9n L-Q/?Y 1-J �� fit between the bottom chord and any other members. ,7 10)A plate rating reduction of 20%has been applied for the green lumber members. pA U L R\ 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,G. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 February 22,2016 I I MOM A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 1 Job Truss Truss Type Qty Ply DR_HORTON_PLAN_4706-A B1 GABLE K1746066 1 1 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:51 2016 Page 1 I -1-0-0 I 9-5-17 ID:BR2bLoxAHoMXhIjs51DciYzjUYF-QdIIJESg8stB_Gv4BC0UNpHT1QXZJaJXvx7vifzjULA 1-0-0 9-5-12 I 18-11-8 9-5-12 1 -1-0-0 11-8 Scale=1:34.4 4x4= G F12IN 5.00 12 X E r l y D J 11 C 11 �K WrIIIIIIIIIIIIIIIIIII Z -AIIIIII VB rrrf 111111111:111111h M v 3x4 = � V U T S R Q P 0 N 3x4 = 18-11-8 18-11-8 LOADING(pso TCLL 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 L n/r 120 TCDL 7,0 Lumber DOL 1.15 BC 0.08 Vert(TL) 0.01 M n/r 120 MT20 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.05 Horz(TL) 0.00 L n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight 87 lb FT=20% LUMBER- TOP CHORD 2x4 DF No.1&Btr G BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. OTHERS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 18-11-8. Installation guide. (Ib)- Max Horz B=48(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,L,S,T,U,V,Q,P,0,N Max Gray All reactions 250 lb or less at joint(s)B,L,R,S,T,Q,P except V=359(LC 1),N=359(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-V=-255/146,K-N=-255/146 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;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 9-5-12,Corner(3)9-5-12 to 12-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 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 � a0 P R QF0 s FS non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. W,\� �NG I NF-,R s/O 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. /L 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8 782 P E �� 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,L,S,T,U,V,Q, -•/ v o'N. "V OREGON 0N.``' 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q� 99k PAUL R\ EXPIRES: 12/31/2016 February 22,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I . 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Coo g Circle Coronnaa,CA 92880 Job Truss TrussKINGPOST Type Q1 ty Ply K1746067 DR_HORTON_PLAN_4706 A C1 Job Reference(optional) 7.640 1 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:51 2016 Page 1 Ar el Truss Co.,Inc, Vancouver,WA ID:BR2bLoxAHoMXhIjs51DciYzjUYF-QdIIJESgBstB_Gv4BCOUNpHSIQWfJZkXvx7vifzjULA 10-3-0 -1-0-0 4-7-8 I 4-7-8 9-3-0 i 1-0-0 i 1-0-0 4-7-8 Scale=1:21.1 4x4 — C 5.00 FIT III J I K H L G D c B r ` E Io a A ; F M 1.5x4 II 2.5x4 = 2.5x4 = I 4-7-8 I 9-3-0 I 4-7-8 4-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D-F >999 999 240 40 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 D-F TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCLL 0.0 ' Weight:32 lb FT=20% Code IRC2012/TPI2007 (Matrix) 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=448/0-5-8,D=448/0-5-8 Max Horz B=-26(LC 12) Max Uplift B=-54(LC 14),D=-54(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-548/80,G-H=-502/84,H-I=-491/85,C-I=-483/93,C-J=-483/93,J-K=-491/85, K-L=-502/84,D-L=-548/80 BOT CHORD B-F=-22/449,D-F=-22/449 NOTES- 1) Wind: II;Exp B;enclosed;1 clos d;MWFRS(directional)r( ft;eave=4ft; i nal)and C-C Exterior(2)1-0 0 to 2-0-0,Inter or(1)2-0-0 to 4-7-8,Exterior(2) Cat4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 0\�� P R es 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. Gi NE s/ 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 �s� /N FR Q fit between the bottom chord and any other members. Q 89782PE '9l 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,D. olir" • , 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -V OREGON 2o's, Q. 9/r PAUL 0,J EXPIRES: 12/31/2016 February 22,2016 1 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 MiTehS 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rde fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f Pl1 Quality Criteria, 250 Klug Ci DSB-89 and BCSI Building Component Corona,CA92880 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply K1746068 DR_HURTON_PLAN21706-A C2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:52 2016 Page 1 I D:BR2bLoxAHoMXhIjs51 DciYzjUYF-ugsh WaTSvA?2cQ UGIwXjwOgd2gsu20_g8btTE6zjUL9 -1-0-01 0 4-7-8 9-3-0 10-3-0 1 14-7-8 1-0-0 Scale=1:21.1 4x4= C 5.00 12 1.5x4 1.5x4 II M — — N Brij o L — O K P B — D c Io� M o- A E 1.5x4 II F 1.5x4 11 = = 1.5x4 11 2.5x4 2.5x4 = I 4-7-8 I 9-3-0 I 4-7-8 4-7-$ LO TCLL ADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D-F >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 D-F >999 180 BCLL 0.0 Rep Stress[nor YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=448/0-5-8,D=448/0-5-8 Max Horz B=-26(LC 12) Max UpliftB=-54(LC 14),D=-54(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=-548/80,K-L=-502/84,L-M=-491/85,C-M=-483/93,C-N=-483/93,N-O=-491/85, O-P=-502/84,D-P=-548/80 BOT CHORD B-F=-22/449,D-F=-22/449 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-7-8,Exterior(2)4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)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. �ED P R OFF Os t, This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs s non-concurrent with other live loads. ��Co tiNG I N'EF�4 /O 6)Gable studs spaced at 1-4-0 oc. 2"9 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� :9782 P E I-- 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. ' r III 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. v •REGON 0'- �"9i9,qRY A5 �tGQP PAUL P\ EXPIRES: 12/31/2016 February 22,2016 I 1 IMM. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/1015 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 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746069 DR HORTON PLAN_4706-A C3 KINGPOST 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:52 2016 Page 1 I D:BR2bLoxAHoMXhljs5lDciYzjUYF-ugsh WaTSvA?2cQUGIwXjwogc9gsw20zg8btTE6zjUL9 I -1-0-0 4-7-8 8-9-0 1-0-0 4-7-8 4-1-8 Scale=1:18.3 4x4 = C I 5.00 12 H J G K F D B e -o \-0 0 �7 A ♦ E 2.5x6 I I .5x4 II 2.5x4 = 2.5x4= I 4-7-8 I $-9-0 I 4-7-8 4-1-8 Plate Offsets(X.Y)-- (D:0-0-0.0-0-131.ID:0-1-1,0-6-101 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 0.22 Vert(LL) -0.01 B-E >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 B-E >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TP12007 (Matrix) Weight:30 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 WEDGE be installed during truss erection,in accordance with Stabilizer Right:2x4 DF Std-G Installation guide. REACTIONS. (lb/size) B=440/0-5-8,D=350/0-1-8 Max Horz B=26(LC 13) Max UpliftB=-56(LC 14),D=-15(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-F=-490/72,F-G=-444/74,G-H=-428/76,C-H=-403/81,C-I=-407/87,I-J=-430/82, J-K=-434/81,D-K=-479/78 BOT CHORD B-E=-32/392,D-E=-32/392 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-7-8,Exterior(2)4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. ��Q P R OF4c 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs s non-concurrent with other live loads. �GJ� �taGl NF�R s/Q 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q� 9 8782 P E 7 fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)D. . 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. ' r 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r.' ' ti� •REGON20� Qr 9it PAUL ��J EXPIRES: 12/31/2016 February 22,2016 1 r ®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 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 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/t'll Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4Center 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 MINDimensions are in ft-in-sixteenths. ii4k. Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 0 �/ �� 2. Truss bracing must be designed by an engineer.For 1 6 wide truss spacing,individual lateral braces themselves WEBSAilti may require bracing,or alternative Tor I _ O IlL\11 p bracing should be considered. 1.1140, O0 Al z0 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 1O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 cb 7 cs-6 designer,erection supervisor,property owner and plates 0-1/11' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in 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 , 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. I Indicates location where bearings (supports) occur. Icons vary but © aDo not cut or alter truss member or plate without prior tlii reaction section indicates joint1111111 O 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. il,s 18.Use of green or treated lumber may pose unacceptable _. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. • 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Me Guide to Good Practice for Handling, iTe ANSI/7P11 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015