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Home My WebLink About13040211 Truss Plans . .2rA WM .. . set no version manuf style partdesc hand partsize ROM00 4 TRUSS 1- (EA-90129) ROMOO 4 TRUSS 7- (EA-90916) ROMOO 4 TRUSS 42 (EA-96900) ROMOO 4 TRUSS 42 (EA-96901) ROMOO 4 TRUSS 15 (EA-96906) ROMOO 4 TRUSS 6- (EA-97766) ROMOO 4 TRUSS 4- (EA-97767) ROMOO 4 TRUSS 42 (EA-97894) ROMOO 4 TRUSS 42 (EA-97895) ROMOO 4 TRUSS 42 (EA=99079) ROMOO 4 TRUSS 42 (EA-99080) ROMOO 4 TRUSS 42 (EA-99103) ROMOO 4 TRUSS 42 (EA-99104) ROMOO 4 TRUSS 41• (EA-99947) ROMOO 4 TRUSS 12. (EA-99948) ROMOO 4 TRUSS 12 (EA-99949) ROMOO 4 TRUSS 20 (EA-99950) ROMOO 4 TRUSS 20 (EA=99951) ROMOO 4 TRUSS 5- (EA-99952) ROMOO 4 TRUSS 15 (EA-99953) ROMOO 4 TRUSS 27 (EA-99954) ROMOO 4 TRUSS 8- (EA-99955) ROMOO 4 TRUSS 27 (EA-99956) ROMOO 4 TRUSS 41 (EA-99957) ROMOO 4 TRUSS 12. (EA-99958) ROMOO 4 TRUSS 20 (EA-99959) ROMOO 4 TRUSS 7- (EA-99960) ROMOO 4 TRUSS 41 (EA-99961) ROMOO 4 TRUSS 42 (EA-99962) ROMOO 4 TRUSS 41 (EA-99963) ROMOO 4 TRUSS 42 (EA-99964) ROMOO 4 TRUSS 15 (EA-99989) ROMOO 4 TRUSS 2- (VT-01061) ROMOO A T_RUSS_4- (_V-T-01062) ROMOO 4 TRUSS 7- (VT-01063) ROMOO 4 TRUSS 9- (VT-01064) ROMOO 4 TRUSS 12 (VT-01065) ROMOO 4 TRUSS 14 (VT-01066) ROMOO 4 TRUSS 16 (VT-01067) ROMOO 4 TRUSS 19 (VT-01068) ROMOO 4 TRUSS 3- (VT-01081) ROMOO 4 TRUSS 6- (VT-01082) ROMOO 4 TRUSS 9- (VT-01083) ROMOO 4 TRUSS 12 (VT-01084) ROMOO 4 TRUSS 16 (VT-01085) ROMOO 4 TRUSS 2- (VT-01281) ROMOO 4 TRUSS 5- (VT-01282) ROMOO 4 TRUSS 8- (VT-01283) ROMOO 4 TRUSS 10 (VT-01284) ROMOO 4 TRUSS 13 (VT-01285) ROMOO 4 TRUSS 16 (VT-01286) ROMOO 4 TRUSS 18 (VT-01287) ROMOO 4 TRUSS 21 (VT-01288) ROMOO 4 TRUSS 13- (VT-93134) Job Truss Truss Type Oty Ply 41 B' E6174992 ORDERS- EA-90129 MONO 1 1 1-10-8 MONO - - Job Reference Motional) NVR Homes,X 7.250 s Aug 25 2011 MiTek Industries,Inc. Fd Oct 1413:58:02 2011 Page 1 ID:?YX51hVN18mKkU2rOKC?FyUCjD-9EoOMYE9Gm88sxpzPacoT4pxPbvKEvcBM52U3pyTUrB 1-11-0 1-11-0. This truss design assumes the use of Southem Pine lumber values Scale=1:6.6 that were published in the 2005 NDS and prior to the updated and 2 lower vales adapted by ALSOonJune 1,2012 This is being done 5.w 12 3x4 11 expilcitlyat the direction of Frank Avbel,PE,E gineer of Record for the project. Ma r ■71 3x4 = 3 3x4 H 1-11-0 1 1-n-o LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 1 >999 360 MT20 197/144 (Roof Snav=30.0) Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 1-3 >999 240 TCOL 10.0 Rep'Stressinor YES WB 0.00 Hori(TL) 0.00 n/a n/a BCLL 0.0 • Cade IRC2009/TPI2007 (Matrix) Wnd(LL) 0.00 1 "" 240 Weight 5 lb FT=5% BCDL 100 LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 1-11-0 oc purlins, except BOT CHORD 2 X 4 SPF Stud end verticals. WEBS 2 X 4 SPF Stud 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 Installation guide. REACTIONS (lb/size) 1=87/0-3-8 (ruin.0-1-8),3=87/0-3-8 (min.0-1-8) Mail Hoe 1=41(LC 8) Max Uplift1=18(LC 8),3=-36(LC 8) • FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-37/22,2-3=70x75 BOT CHORD 1-3=0/0 • JOINT STRESS INDEX 1=0.06,2=0.03 and 3=0.03 NOTES (8-9) •1`1111111)lj/Q 1)Wntl ASCE 7-05;120mph;TCDL•B•Opsf;BCDL=B 0psf h=25ft;-Cat.II;Exp B;endosed;MWFRS'(low-rise)gable end zone and C-C `\\\\ el-D.zI /!/T Exterior(2)zone;cantilever left and right exposed;C-C formembers and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 J 2.. �j plate grip DOL-1.60 - C' ' t `q. -ice 2)TOLL ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp B Partially Exp.;Ct--1.1 "-'t ^'Ca%- sit r. 3)•Unbalanced snow loads have been considered for.this design. :''-;' 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` , t i 1. 5)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' rs;93$ t = will fit between the bottom chord and any other members. ' t 1,10;''W,�J c.c. ) U.1 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 18 lb uplift at joint T and 36 lb uplift at; 'C• 3�^%c' - L'r joint3. t- '... , -x7r ..e .0 i,fynr1`. C9 Q• 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced, ,-- a standard ANSI/TPI1 -i. CC, > $� 8)Designs checked for ASCE 705 wind at 120 mph,wind reactions x 0.58 will adjust wind load reaction to a speed of 90 mph(0.69 for .2/,'‘•70 N v J ks�\ 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. i/l///� ,I �X` 9)SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof.trusses only). I l , LOAD CASE(S) Standard 011 . / AUG 2 3 2012 A WARNING-Verify desgn;oaranweereandREADNOTESONSASANDINCLUDEDA97EXREFERENCEPAGEM.7473BEFOREUSE. Bs9BCwi tmnn ul' Design id for useonly with ANek connectors nib design k based only upon parameters shown and' for an indiv,d alb Ming component. B I�H Appicabilty of design parameters and proper Inc,sssution of component is responsitiity of building designer-not truss designer.Bracing shown is for oteral support of Individual web members only. Adddinal temporary,brocing to insure siebaty during construction is the responsibility of the erector.Additional permanent boring of the overall stricture is the responsibitty of the building designer.For general guidance regarding - AMl1oh Anill ii] :fabrication:qualty controL storage,delvery,erection and bracing.consult, ANSI/fell twenty criteria,D5B-89 and SCSI Bulldog Compdeare BIB eoundside Road 'Safely lNamalion available from Truss Pole in itute,2BFN.Lee Street.Sulte312.Alexandria.A22314. - .....ex- ,r,-•-moa ....___. �__. .. _. ,.�..,.... .. .mil------- Job Truss Truss Type City Ply I Y 06197016 ORDERS EA-96900 COMM 1 1 Job Reference footione) NVR Homes,X . . 7.250 s Aug 25 2011 MiTek Industes,Inc. Thu Nov 0311:26:45 2011 Page 1 ID:uhd2PXPX9 W2G9ospSieSpyHzpA-gtabo?6UDnRygbNHYOlzeVryWGbOP10Hh62A?zyMx98 /1111--$$ 74-3 14-2-2 21-0 27$14 I 34-7-13 42-30 4?t 11 611-4' 7-4-3 6.614 6-9-14 8-9-14 6-414 7-4-3 0-11-4 Scale=1:76.3 5x13= This truss design assumes the use of Southern Pine lumber values that were published In the 2005 NDS and prior to the updated and 6 12 6 lower vales adopted by ALSC on June 1,2012. This is being done explicitly at the direction of Frank Avbel,PE,Engineer of Record for the project 3x4 20 3x4 C 51-.7-9 3x3% 3x4 C 3x8 3x4 %q 8 3 0 14 0 1-12 Ss J g _ 10 ea —I a 4x6 = 16 15 17 14 18 13 12 :\ 344 1 1 848 = 4x8= BA = 3x4 I I I 743 I 14-2-2 I 21-0-0 I 27-9-14 I 34-7-13 1 424240 I 7-4-3 6-9-14 6-9-14 6-9-14 6-314 7-4-3 Plate Offsets(X,1-)' f2'0-0-11 0-0-31.f10'0-0-11 0-0-31 LOADING(psf) SPACING 2-0-0 CSI DEFL in (IOc) 1/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.98. Vert(LL) -0.31 14-15 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.93 Vert(TL) -0.59 14-15 >842 240 TCDL 10.0 Rep Stress lace YES WB 0.93 Horz(TL) 0.23 10 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Wnd(LL) 0.25 14-15 >999 240 Weight 213 lb FT=5% J3GDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.lD TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP No.2D BUT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SPF Stud*Except' WEBS 1 Row at midpt 6-14,5-14,7-14 6-14:2 X 4 SYP No.3 or SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2299/0-3-8 (min.0-2-5),10=2299/0-3-8 (min.0-2-5) Max Horz 2=196(LC 8) Max Uplift2=-606(LC B),10=606(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32,2-3=-4271/1444,34=3503/1249,4-5=3283/1282,5-19=-2677/1079,6-19=2660/1116,6-20=-2660/1116, 7-20==2677/1079,-7=8_3283/T282,8=9==3503/1249-9=10=427111444,10=11=0/32 SOT CHORD 2-16=-1115/36E7,15-16=1115/3687,15-17=760/3023,14-17=760/3023,14-18=760/3023,13-18=760/3023, 12-13=1115/3687,10-12=-1115/3687 WEBS 3-16=0/304,.5-15=-107/588,6-14=679/1772,7-13=-107/589,9-12=0/304,3-15=756/404,5-14=1232/524, 7-14=-1232/52",9-13=756/404 ..,...\‘'•'' ! 1///. JOINT STRESS INDEX ;,'. ,, )s. ;."z4:1,;-.,//7�j4 2=0.95,3=0.68,4=0.50,5=0.72,6=0.71,7=0.72,8=0.50,9=0.66,10=0.95,12=0.26,:13=0.93,14=0.76,15=0.93 and 16=:D.26 5.1' - i; i L!z< . NOTES (10-11) _ 1)Wild:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft:Cat.II;Exp B;enclosed;MWFRS.(Iow-rise)gable end zone and C-C _• - _ Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 __ .,1Qc)9QQ8S • - plate grip DOL=1.60 r' ''- j CC - -ii-1i':''ji " u 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);.Category 11;Exp B;Partially Exp.;Ct=1.1 - ,� /v 3)Unbalanced snow loads have been considered for this design. 1P- • . 4)This truss has been deslgned.for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs !` �.�: ' .J1�,I,�5• AG \�� 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. 'ff.',`r7UR',t�t- ,v'1Y� 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 /r1,(� will fit between the bottom chord and any other members,with BCDL=10.Opsf. .. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 606 1ti uplift at joint 2 and 606 lb uplift at t Joint 10. 1'�ji^�— de 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitehbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 AUG 2 3 2012 ® WARNING Verify design parameters and READ NOTES ON 7E166Nf1INCLUDED AIITEN REFERENCE PAGE F117473 BEFORE USE. ENGINEERING Y BY Design valid lOf use only with Mirek connectors.the design u based only upon parameters shown,and Is for onnd'mdual building component. Appicabify of design parameters and proper incorporation of component b responsibility of building designer-not truss desiner:Brocing shown �aa� is for.lateral support of Individual web members only. Additional temporary bra ng tonsure stobltyd ng construction b the responsibility of the gg erector.Additional permanent bmdng of the overall structure is the responsibility of the building designer.For general gu danceregarding A M'k-b Ai91ialo fabrication,quality control storage.deMery,erection and brodng.consult ANSI/IPIS Quaay Wean,055-a9 and sat euadng Component Safety Information available from Truss Plate Institute,281 N.lee Street,Suite 312;'Alexondna,VA22314. 9186oundz. Road kir Job Truss Truss Type Qty Ply el E6197017 ORDERS EA-96901 COMN 1 1 Job Reference iT(ootionall NVR Homes,,-Homes )( - 7.250 s Aug 25 2011 Mek Indusides,Inc. Thu Nov 03 1126:46 2011 Page 1 ID:ROkUpIZRkONIQIgXkEgJEhyHZnK-948z7L68_52pH&T550C6jp7_gwFoUrQwmnk)(PyMx97 F. 74-3 I -,, - . 3 I 42.00 42 7-4-3 6-9-14 8-9-14 6-9-14 6-414 7-4-3 0111-4 Scale=1:75.7 54 = This truss design assumes the use of Southern Pine lumber values 5 that were published in the 2005 NDS and prior to the updated and 600 12 lower vales adopted by ALSO on June 1,2012. This is being done expliduy at the'direbtion of Frank Avbel,PE,Engineer of Record for the project 4 - -t 3x4 • 3x4 --- - 89�I_ 910 q q I •. -"' ••- T. d • 46 = 46 13 17 12 11 48 3x4 II em = 4x8 = 8*8 = 3x4 II I 7-4-3 I 142-2 I 21-P-0 I 27-9-14 I 34-7-13 I 42-0-0 I 7-4-3 6-9-14 6-9-14 6-9-14 69-14 7-4-3 Plate Offsets(X.Y1' (1:0.0-11 0-0-3k(90-0-11 0-0-31 LOADING(psf) SPACING 2-0-0 CSI DEFL in. (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TO 0.99 Vert(LL) -0.32 12-13 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -0.61 12-13 >814 240 TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.23 9 n/a n/a BCLL 0.0 • Code.IRC2009/TP12007 _ QQL 10,0 (Matrix) Wind(LL) 0.26 13-14 >999 240 Weight 212 lb FT=5% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 1-3:2 X 4 SYP No.1D,7-10:2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. SOT CHORD 2 X 4 SYP No.2D WEBS 1 Row at midpt 5-13,4-13,6-13 WEBS 2 X 4 SPF Stud•Except' MiTek recommends that Stabilizers and required cross bracing 5-13:2 X 4 SYP No.3 or SPF No.2 be installed during truss erection,in accordance with.Stabilizer Installation guide. REACTIONS (lb/size) 1=221110-3-8 (min.0-2-4),9=2300/0-3-8 (min.0-2-5) Max Horz 1=208(LC 9) Max Uplift1=-534(LC 8),9—606(LC 9) FORCES (lb)-Maximum Compresslon/Maximum Tension TOP CHORD 1-2=-4287/1463,2-3=-3505/1253,3L4=3378/1286,4-18=2883/1085,5-18=2666/1121,5-19=2659/1122, 6--19=-2663/1085,-6-7=3376/1282-743=3503/1249,'6=9=-0276/1449;9=10=0/32 BOT CHORD 1-15=-1135/3705,14-15=1135/3705,14 716=760/3021,13-16=760/3021,13-17=-758/3020,12-17=-758/3020, 11-12=1120/3893,9-11=1120/3693 WEBS 2-15=0/305,4-14=116/599,5-13=-648/1731,6-12=-111/594,8-11=0/305,2-14=-778/427,4-13=1203/504, ,�i;�.,;,[7, .,; 6-13=-1188/501,8-12=767/412 \\•ti' s 1a' TR- , '/<%C JOINT STRESS INDEX - ^a ' '�.,.. � y, /i 1=0.95,2=0.66,3=0.53,4=0.73,5=0.87,6=0.73,7=0.51,8=0.66,9=0.95,11=0.26,12=.0.93,13=0.75,14=0.93 and 15=0:26.-`\a i"ENS`,•'�: �� NOTES (9-10) rL' 1).Wnd:ASCE 7-05;120mph;TCDL=6.0psf;BCD1_=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone and C-C; _t�O50�xJS • C EMerior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 . 1,e,ps)^ • Ill plate grip DOL=1.60 - • '' 'D OF t W ` I 4J _� 2)TCLL ASCE 7-05;Pf=30.0 per(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 .0= ' 3)Unbalanced snow loads have been considered for this design. YA 1fvU j f• .. �\ 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 30.0 psf on overhangs r '•° .a' non-concurrent with other live'loads. -�;� ///I\�,N% v. 8)This This truss has been designed gned for a 10.0 psf bottom chord live Idad of 20.0psf on the bottom'c drdrin all areas where alive ectangle 3-6-0 tall by 2-0-0 wide //7r///f I I: - 1`„\` will fit between the bottom chord and any other members,with BCDL=10.0psf. ��ta� F , 7)Provide mechanical connection(by others)of lass to bearing plate capable of withstanding 534 lb uplift at joint 1 and 606 lb u li�(gl / joint 9. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 AUG 2 3 2012 a WARNING•Verify design paramete a and READ NOTES ON THIS AND INCLUDED ABTEK REFERENCE PAGE MN17473 BEFORE USE. ENGINEERING BY Design void for use only with Mtrek connectors This design is based only upon parameters shown,and 8 for on IndMdu I butdingcomponent. Appicabiffy of design perometen and propernccepoatan of component u responsibifty of bulld g designer-not truss designer.Bracing shown is foslateral support of Individual web members ly Additional temporary bracing to insure stabity during consimdlon is the responsfbaty of the ejector.Ade/ono/permanent booing of;he overall structure is the responslbisy attire building designer.For general guidance regarding A NU lot Allillule fabrication,quarry control storage.delivery.erection and bracing.consult, ANSI/1M Quality Greenlet 055-89 and BCSi Building CemponeS 616 Sounded.Road Safety Infatuation avaBable from Truss?ofe IMitufe.281 N.Lee Street,Suite 312 Allee ondda.VA 22U. =w.....�. k,r'nor Job' •Truss Truss Type Oy RD •n t= E5553025 ORDERS FA-98908 COMMON 1 1 1503.00 COMMON Job Reference(optional) NVR HOmea,X 7.210 s Nov 162009 MRek lndustdes;Inc. Thu Dec 1717:48:442009 Page 1 4i1-41 7-7-8 15-3-0 pn.2-41 ' 11-4 7-7-8 7-7-8 11-4 a 5x7- Scale=1:46.7 3 This truss design assumes the use of Southern Pine lumber values that were published inthe 2005 NDS and prior to the updated and �,� lower vales adopted by.ALSC on June 1,2012. This is being done expiially at the direction of Frank Avbel,PE,Engineer of Record for the project. 9 10 10.00 "1 43 2 V 1111.1 re s 7 6 g g 111 4x8 II 448 II 3x4 II I 7-7.8 1 15-3-0 I 7-7-8 7-7-8' Plate Offsets(X;Y): 12:Edge,0-0-11,13:0-3-14;0-2-81,[4:Edge,0-0-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 1/deft Lid PLATES GRIP TCLL 21:5 Plates Increase 1.15 TC 0.58 Vert(LL) -0.09 2-6 >999 360 MT20 197/144 (Ground Snow=-30.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.20 2-6 >890 240 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 * Code IRC2009/712007 (Matx) Wnd(LL) 0.14 2-6 >999 240 Weight:65 lb BCDL 10 0 ' LUMBER BRACING TOP CHORD 2 X 4 SYP.No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF'Stud MrTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection,in accordance withStabilizer Left:2 X 4 SPE Stud,Right:2 X4 SPF Stud Installation guide. REACTIONS (lb/size) 2=699/0-3-6 (min.0-1-8),4=699/0-3-8 (min.0-1-8) Max Horz 2=279(LC 7) Max Uplift2_247(LC 9),4=-247(LC 10) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26,2-9=-746/228,.3-9=-511/260,3•10=511/260,4-10=-746/228,4-5=0/26 BOT CHORD 2-7=-45/473,6-7=45/473,6-8=45/473,4-8=-05/473 WEBS 3-6m07428 • NOTES (11-12) 1).Wlnd ASCE-7-05;120mph;TCDL=6,0psY BCDL=6.0pst h=25ft;Cat II;.Exp B;enclosed;MWFRS.(low-rise)gable end zone and C-C `i l fI r//' Exterior(2)zone;cantilever left and fight exposed.;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 0•T ,,- plate grip DOL=1.60 "� n y >. 2)TOLL:ASCE 7-05;;Pg=30.0 psf(ground snow);Ps=21.5 psf(roof snow);Category II;Exp B;.Partially Exp.;Ct=1.1 3)Roof design snow load has been reduced to account for slope. F 4)Unbalanced snow loads have been considered for this design: i i 5)Thls truss has been designed for.greater of min foot live load of 16.0 psf or 1.00 times flat roof load of 23.1 psf on overhangs ;�' 6)This truss has been designed fora basic load combinations,which include cases with reductions for multiple concurrent live loads - : 1 d in 71r`d5 •= 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcarrent with any other live loads. _ +1 -, '•)T /,, 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 t r.• will fit between the bottom chord and any other members;with BCDL=100psf. : `�' .'T✓L:;1.3,4,=. 9)Provide Mechanical connection(by others)of truss to bearing plate capable of withstanding 24710 uplift at joint 2 and 24710 uplift at ,..k ••-"• C.`�` joint 4. V','11:VC 1„ T x 10)This truss is designed in accordance with the 2009 Intemational.Residential Code sections R502:11.1 and 8802.10.2 and /�//�r-'�t11`�7\ referenced standard ANSI/TPI 1. 11)Designs checked for ASCE 7-05 wind at-120 mph,wind reactions x 0,56 will adjust wind load reactIon to a speed of 90 mph(0.69 for ` 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown.. 12)SPF No.2 and SYP No.3 can be substituted forSPF Stud Grade material(Roof trusses ony). LOAD CASES) Standard AUG 2 2012 AA,WARMNG-verify designparameterx and READ NOTES ONTHJS AND INCLUDED MITES REF EREACE PAGE 3II I7473BEFOREUSE. ENGINEERI Design maid for useony with MTea connectors This design is based only upon pad eten shown ands for an individual building component Appicabliy of design parameters and proper incorporation of component is responsibly of building designer•not truss designer Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stably dung construction Is the responsbriy of the •erector..Additional permanent Probing of the overall stricture Is the responsibly of the building designer.For general guidance regarding n MI lab/wlltde fabrbatlon,quo(y control storoge.'deTvery.erection and batlng;consul ANSIRPI1 Obality Criteria,DSB-89 and SCSI Building Component 818 6oundalde Road from T11.113 Plate Institute:281 N. Street Suite 312 Abxand:io.-A 31314. _„�,,,,,,, ,v-noon Safety Information avolbbleh ,.-_ ..... .. __.. .... _ Job Truss Truss Type Qty Ply E6469787 ORDERS EA-97766 MONO TRUSS 1 1 611-00 Job Reference(optional) NVR Homes,X - 7.250 s Jan 25 2012 MiTek Indusbies,Inc. Thu Jun 28 08:35:20 2012 Page 2 • ID:ep3Jb0H2Ne7ojc8?V86ySOyUtiV_gKO8Pl?a7IFLZaENlhblmcyPet_WLf1HDVO4FMZ1 pn LOAD CASE(S) Uniform Loads(plf). Vert:2-4=20,1-3=80 2) UnbaLSnow-LeR:'Lumtier Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 24=20,1-5=80,3-5=-95''. 3);Unbal.Snow-Right:..Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) 'Vert:.2-4=20,1-3=38. 4) IBC BC Live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:24=-40,1-3=20 5)C-C Wind:'Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(p19 Vert:2-4=12,1-2=85,2-3=66 Horz:1-2=-97,2-3=78 6) MWFRS Wnd Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(p19 Vert:2-4=12,1-2=65,2-3=43 Harz:1-2=-77,2-3=-55 7) MWFRS Wnd Right:Lumber Increase=1.60,Plate Increase=l.60 Uniform Loads(p19 Vert:24=-12,1-2=17,• -3=24 Horz:.1-2—29,2-3=36 8) MWFRS let Wind Parallel:Lumber Increase=1.60,•Plate'Increase=1.60 Uniform Loads(p19 Verb 24=12,1-2 65,2-3=43 Horzs1-2=77;2-3455 9)MWFRS 2nd Wnd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(p19 Vet:2-4=12,1-2=16,2-3=26 Horz:1-2=-30,2-3=38 10) MWFRS 3rd Wnd Parallel:.Lumber Increase=1.60,Plate Ind'ease=1.60 Uniform Loads(p1f) Vert:2-4=12,1-2=41,2-3=19 Horz:1-2=53,2-3=31 11) MWFRS 4th Wnd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-4=-12,1-2=4;'2-3=12 Harz:1-2=16,2-3=24 12)•ISO Snow on Overhangs:Lumber Increase=1.15;Plate Increase=1.15 Uniform Loads(pit) Verb 24=-20,1-2=80,2-3=20 • • ®:WARNING Vertflj design parameters and READ NOTES ON Mile AMD INCLUDED MRSRREFERENCE PAGE WI7473 BEFORE USE. EIKINEERI Design void for use only with Mier conhecfas Thutlesgn is based nlyupon pammet rs shown,and is for an individual building component. ,. ApplcabiSfy of design parameters and proper Incaa pation of components respanslb,tty of bulking designer-not truss designer.&racing shown is for lateral support of indMdual web members o ly. Additional temporary bracing to insure stabiltyduring construction is the responsibilEty of the erecctor.Additional permanent bracing of the overall structure b the responsibilly of the building designer.For general guidance regarding - -Hll 1 vh Aillil1ii fabrication;quality control storage,delivery,erection and brdcing;consul ANSIRPII quality Cattalo,CIS 5,89 and SCSI Mang Component Bla swntlritl Road Sally Information available hom lnhs?late Inst'i'tute.281 N lee Street:Suite 312,A andtlo.VA 22314. ;.-_I - -L - •_ 81B S..,.w,a Ron Job Truss Truss Type Oty Ply i, ORDERS EA-97767 MONO 1 1 4-11-00 E6489788 Job Reference(optional) NVR Homes,X 7.250 s Jan 25 2012 MTek Industries,Inc. Thu Jun 28 08:35:20 2012 Page 2 ID:6p3JbOH2Ne7ojc8?V86ySOyUBV_gKDaPI?a7IFLZaENlhdmcyX6t14211HDV04FMziprr LOAD CASE(S) 2) Unbal.Snow-Lett:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:'2-4=20,1-5=80,3-5=91 3) Unbal.Snow-Right:Lumber Increase=1115,Plate Increase=1.15 Uniform Loads(plf) Vert:2-4=-20,1-3=-38 4) IBC BC Live:Lumber Increase=1.25.Plate Increase=1'.25 Uniform Loads(plf) Vert:2-4=-40,1-3=20 5) C-C Wind:Lumber Increaser-1.60,Plate Increase=1.60 Uniform Loads'(pif) Vert:24=-12,.1-2=85,2-3=71 Horz:1-2=97,2-3=-83 , 6) MWFRS Wind Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pif) Vert:.24=12,1-2=65,2-3=43 ' Horz:1-2=777,2-3=-55 7) MWFRS Wind RIght:'.Lumber Increase=1.60,Plate Increase=1.60 . Uniform Loads(pit) Vert:24=-12,1-2=17,2-3=24 Horz:1-2=29,2-3=-36 8)MWFRS 1st Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-4=-12,1-2=65,2-3=43 Holz:1-2=77,2-3=-55 9) MWFRS 2nd Wind.Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-4=-12,1-2=18,2-3=26 Horz:1-2=-30,2-3=38 10) MWFRS 3rd Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 • Uniform Loads(pit) Vert:24=12,1-2=41,2-3=19 Horz:1-2=-53,2 73=31 , 11),MWFRS 4th Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-4=-12,1-2=4,2-3=12 Horz:1-2=-16,2-3=-24 12) IBC Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:2-4=-20,1-2 80,2-3=20 i c:1.b22• 0!/ -1-1-"C UT •U,Uri r• C,`,,'• ."** ..• y� \\sue r'#1,13/4 to AUG23 2012 a WARNING'Verify deB gn p,nn metes and READ MOTES ON THIS AND INEL UDED MI Tor REFERENCE.PAOR MhI'74 73 BEFORE USE. aG Gsrr or Design void for use only with Meek onneatas.ids tl Ipnobased only upon parameters shown,and Is for on lndividu I building component.. 1 C @3p Applcablity of design parametea and proper Incorparatkin of component b responslblty of aiding designer-not truss designer.Bmdng shown is for lateral support of Ind dual web members o Nr..Additional temporary bracing tonsure stabaty during consbaction construction is the responsibety of the erector..Adtl tional permanent booing of the overot structure Is the responslblty of the building designer.For general guidance regarding A Idllus Anita le fabrication.qualty control storage detvery,erection and lorodng,consult ANSI/fall Ouasly Criteria,051-a9 and BCSI Bulldlnp Component BIB swum/side Road r_- Street Alexandria.VA 22314. - - c..-..- ur maws Safety Information available from truss,Prate Institute,2B1 N_Lee Street,Suite 312 •. Job Truss Truss Type OW s •ORDERS EA-97894 COMN 1 7 [Ply lab Reference(optional) NVR Homes,X 7.250 s Aug 252011,MITek Industries.Inc.Tue May 15 15:24:03 2012 Page 2 ID:35t3_bkyupNdkeuG53nKsxyU8T5-0IB8 7 ey5H5Soa9240ZyggMg5BwFZqodlSFuzzGE_g NOTES (10-11) 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Designs checked for ASCE 7 05 wind at 120 mph,wind reactions x 0.58 will adjust wind load reaction to a speed of 90 mph(0.89 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 11)SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • • .WARNING•.Veriy doign partaneters and READ NOTES ON 71US AND 1N CLUDEU MITER- RE-F-EREACE PAGE RE1;7473 BEFORE USE. CRGINEERIW By Design void for use only With Mrek connectors the design's based only upon parameters shown nd Is for an indlvdual building component. PICIII ApprcabiHy of design parameters and proper Inca-paation of component a responsidity of bulk ding designer not hiss designer.Bracing shown b for lateral support of indMdual web members only.Additional temporary bracing to Insure stately during construction is the responsmiay of the. •erector.Additional permanent booting of the overall structured the responsibility of the building designer:For general g d ce regarding AMilvk Mflfne fabrication.quaty control storage,delvery,erection and bracing.consult At1SVTPt1 Googly Criteria,Osa.a9 and SCSI Bulmnp Component BIB So asde Road Safety IMOrmvBOm available ham irvssPlate institute,291 N:Lee Sheet;Suite 312 A andrm,. A Z3Z ,ice'nos,, Job Truss Truss Type Oh Ply ns' ,• E8411741 ORDERS EA-97895 COMN 1 1 Job Reference(optional) NVR Homes,X -— 7.250 s Aug 25 2011 MiTek Industries,Inc. The May 15 15:24:04 2012 Page 2 ID'XHRRC8laf7VUMLTSesri12O9yU8T4-sUkUBLf asbOJOkkEdk5BNuu?bbF61HglxPBpRQzGE_f NOTES (10-11) 9)This truss is designed'in accordance with the 2009 International Residential Code sections R502.11.1'and R502.10.2 and referenced standard ANSIITPI 1. 10)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficientsremaln the same as shown. ' 11)SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • • A WARNING-verify design parameters and READ NOTES ON.THIS AND INCLUDED MITER REFERENCE PAGE 1017473 BEFORE USE. ENGINEERING er Design void tar use only with ANiek connectors.this design's based only upon parameters show and is for on individual building component. APpicabty of parameters and paper incorporation of components responslbity of building designer-not truss designer.'Bracing shown k individual for ipterol support of in web members only.Additional temporary bracing to insure statary during construction a the responslbisly'of the erector.Additional permanent Pacing of the overall structures the responslbnty of the building designer.For general guidance regarding A Mliai ANlialu fabdcatlon.quaiH conhoLstorage.delivery,erection and bracing:consult ANSI/SPN dandy Carlo.051189 and BCSI Bu0ding Component 818 Soundside Road dtet Institute 281 N:Lee Strut,Suite 312 Alexandria,VA 22314 c......... .vdo'er Solefylnformallon wobble from GUS Prate ln Jab Truss Truss Type Qty Ply 06175231 • ORDEFIS EA-99079 HIPS. 1 1 42-00-00 HIPS' Job Reference(optional) ''NVR Homes;X _ 7.250s Aug 252011'MRek Industries,Inc. Fri Ord 1415:48:282011 Paget ID:tP1g4nc94KA_Uk4SaLaNgzajm0-o3Ohaff haT3y0F XUowe_IgDcgx3kgnQeb_9RgoyTTBn - NOTES (73-14) 8)'This truss has been designed for a live load of 20.0psfon the bottom chord in all areas w_here a rectangle tall_by.2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Dpsf. ` 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 561 lb uplift at joint 2 and 561-lb uplift at joint 12. 10)This truss Is designed in accordance with•the 2009 International Residential Code sections'tR502.1Ti1 and R802.10.2 and referenced standard ANSI/TPI 1. • 11)"Semi-rigid pitch breaks with flied heels' Member end dfizily model was used in the analysis and design of this truss. 12)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Designs checked for ASCE 7:05 wind at 120.mph,mind reactions x 0.56 will adjust wind toad reaction to a speed of.90 mph•(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 14)SPF No.2 and SYP No.3 can-be-substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • A WARNING-Vary design paraniet+a and READ NOTES ON THIS AND INCLUDED MITEKREFEREl.CE PAGE MI1 7473 EEFORE Ng.mi.INEERINc,e- DesignvctdfauseontywithWMekconnecon This design's based only upon paameten shown and is to an Individual building component Appicabiy of design parameters and proper incorpaction of component is respp wily of building designer-not truss designer.Bracing shown is for lateral support of lndMduol web members only.Additional temporary being to insure stadfy during construction k the responsibility of the a MCI erector. Additional permanent Fr.o ing of the overall structure a the respansibify of the building designer.for general guidance regarding A Mil,1 h ' tabricction.quaity control stor age,delvers,erection and bracing.consua. ANSI//rTPll Quatty Criteria 05889 and SCSI Bulking Component SIB Soundside Road Safety Informa1Ion avadabb from Trim Pbt 1 stiMe,2a1 N.Lee Street,Suite 312 Ale*2ndrb.VA 2231< nw.... ve„a70..,r Job - Truss Truss Type thy Ply .• ' E6175232 ORDERS EA-99080 HIPS 1 1 42-00-00 HIPS Job Rigel-erica(goUot00 NVR Homes.X 7.250 s Aug 25 2011 MITek Industries,Inc: Fri Oct 74 15:48:29 2011 Page 2 I0:Plg4nc94tc A_Uk4Sa_L4NgzejmO-6F_3PatJCneppO6h9e9DOuInNLPyZEeHgex?NEyTTBm NOTES (13-14) 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in ell 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 490 lb uplift at Joint 1 and 562 lb uplift at joint 11. 10)'This tmss Is designed In accordance with the 2009'Intemational Residential Code sections R50a11I1I and R602:10.2 and referenced standard ANSI/7P11. 11)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this-frees. 12)Graphical pudin representation does not depict the size or the orientation of thepudin along the top and/or bottom chord. 13)Designs checked for ASCE 7-05 wind at.120 mph,wind reactions x0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficlents remain the same as shown. 14)SPF No.2 and SYP No.3 Can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • A WARNING-Verify des gn pa,ansetvs and READ 1107E6 ON.17116 AND INCLUDED AIITEK12EFERENCE PAGE FIIFF7473 BEFORE USE Tritilkam Design void tar use ony with wick connec on Tha designs based only upon parorneters shown and is tor an individual feu(ding component. Appicabliy of design pararneten and proper incensoration of component a responsibility of building designer.not buss designer:Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction Is the responsibity of the erector:Additional permanent bracing Of the overall structure is the responslbity of the building designer.For general guidance regarding -A Wok AInto:I in fabrication:quoity control storage.deivery,erection and brodng,consult ANSI//17P11 Quote criteria SSe 69 antl SCSI Ivtding Component' 815 aoundside Road Safely lrdamafon,available fromTV55Pttelrutitute,2BIN.Lee Sireet_5ule312Awxandna,VA22314- „ -__---.....,a_,-,,, cy-,.,, par.,-A.,, Job Truss Truss Type OW Pty .. E6411742 ORDERS EA-99103 HIPS I 1 42-00100 HIPS Job Reference factional) NVR Homes,X — 17.250 s Aug 252011 MRek Industries,Inc. Tue May 15 2012 Page 2 ID'A_Pt g4nc94KA_Uk4SaLzNgzajm0-otsFot hgOCTO t2td187fSJzl5PVDmBT20jgwVIZGE_d NOTES (13-14), 8)'This truss has been designed for a we load of 20.0psf on the bottom chord in all areas where a rectangle 3+8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCOL=10.0psf. 9)Provide mechanical connec truss tion(by others)of t to bearing plate capable of withstanding 5o1 lb uplift at joint 2 and 561.1b uplift at joint 12. 10)This truss is designed in accordance with the 2009 International Residential.Code sections R502.11 1 and R802:10.2 and referenced standard ANSI/TPI 1. 11)?'Semi-rigid pitchbreaks with flied heels"Member end fixity model was used in the anaysis anddesign of this truss. 12),Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Designs checked for ASCE 7-05 wind at 120.mph wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same''as shown. 14)'SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard Verify design parameters and RSkD NOTES ON.THIS AND INCLUDED MYT&K REFERENCE PAGE 191 7473 BEFORE USE. ErrGINf BRING ar Design id for use only with Mites connec oar This design c based o N upon pad eters shown and is for a indMdual building component. Appicebity of design parameters and piooer Incaparatbrt of component is re ponslbity of bu king designer-,not Truss designer.Broang shown is for lateral support of Indmdual web mempers only Additional temporary bating to insure stabaly dtaing construction is the responsib1Sfy of the A NI'L;x isIlXlaw erector:Addi'Idnal permanent baring of the overall structure is the responslbaaty of the building designer..or general guidance regarding fabrication.quo my controlstorage.delivery,erection and bracing:consult ANSI/1P11 Quality Creeda.058-(19 and BCD lauding Component 918 eounddde Road •Safely Information avalloble ham truss Pbte Institute 281 N Lee Street,Suite 312.A VVA_22)14, ,__ _ ,,,,.. slas..,dnewae Job: Truss Truss Type Qty. Ply E6411743 • ORDERS EA-99104 HIPS 1 1 42-00-00 HIPS Job Reference(ootionall NVR Homes,X 7 250 s Aug 25 2011;MiTek Industries,Inc.Tue May 15 15:24:07 2012 Page 2 I D:lP1 g4nc9 4KA_Uk4SatzNgzajmO-G3QdgMhS9VVbtHCSpJseu?WVWVopF SV ehDdNQT11zG E_c NOTES (13-14) 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,-with BCDL=t10,0psf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 490 lb uplift at Joint t end562 lb uplift at Joint 11. 10)This buss Is designed In accordance with the 2009 International Residential Code sections R502.11,1 and R802.10.2 and referenced standard ANSITTPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model Was used in the analysis and design of.this truss. 12)Graphical purlin representation does not ;lie or the orientation of the purlin along the top and/onoottom chortl. 13)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.58 will adjust Wind load reaction to a speed of 90 mph(0.69 for 100 mph and,0.84 for 110 mph).All other coefflciente remain the same as shown. 14)SPF No.2 and SYP.No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • • Q WARMNO•Verify design parameters and.READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 851.7473 BEFORE USE EIGINEERIRG BY Design sand for use only with MTek connect Thiideian B Posed only upon parameters shown,and is for an indiwduol building component. APplcab'ity of design parameters and prop&inaaporation of component'a responsibiltyy of building designer-.not truss designer.Bracing shown HEMICIM is for bferal support of lndividualweb members onlyn Additional temporary bracing to insure stagily during constriction is the responsibility of the erector.Addilloner permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MITA nlllllale labdcctlon,quality control storage:delivery,erecflonand Pacing consult :ANSIR%1 Quality Criteria,055.89 and BCSI Bonena Component 818 soundsda Road 5ofoy Inlormr!on"avatabe Rom tiuss Plat InzfiNle:281 N Lee Street,Suite 312,A andria,VA 22314. ._ I' - -- c...a,... .v ma„ I. Job Truss Truss Type thy Ply ROM00 EA • E6308842 ORDERS EA-09947 HIPS 1 1. _ Job Reference(optionall NVR Homes.X _ 7.250 s Aug 252011 MITek Industries,Inc. Wed Feb 22 15:40:09 2012 Page 2 ID:h8VECAYJY6m__X hgmSucnP7zieKc-EnLVDi8ySX Gn33TeiCBNIPnZkOOc7XvpoN 1iazlYxK NOTES (12-13) 8)Provide mechanical connection(by others).of truss to.bearing plate capable of withstanding 484 lb uplift at joint fend 559 lb uplift at joint 11. 9)This truss is designed In accordance with the 2009 International Residential Cale sections R502.11.1,and R802.10.2 and referenced standard ANSIITPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity,model was used in the analysis and design of this truss: 11)Graphical purlin representation does not depict the size or the orientation.of the pudin along the top and/or bottom chord. 12)Designs checked for ASCE 7-05 wind at 120 mph;wind reactions x 0.56 will adjust wind load reaction tea speed of 90mph(0.69 for.100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 13)SPF No.2 and SYP,NO.3 can be substituted for 6PF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • • A WARNING Vert design paramness and READ NOTES ON 7NIS AND INCLUDED MITEK REFERENCE PAGE MI!7473 BEFORE USE. r iMBfPo K GY� •Design vofdl use only with Mlfek connectors This designs based only upon parameters shown-and a kg an individual building component. •Applicability of dasgn parameters and proper Incorporator of component is respansibiNy of,bvlid ng designer-not truss designer.Brae ng shown is for lateral subpart of intividual web memaers only.Additional t porary bracing to insure stability during construction is the responslbi0ly of the erector Additional pemranent bracing of Ins overallstructure Is the responslbGfy of the building designer.For general guidance regarding yIdi IM Nllir�& fabrication,ovally control storage.delvery.erection and brodng:consult ANSI/IPI1 Qvarily Criteria,DSB.89 and ICS!Building Component BIB Soundside Road Safely Information available horn Truss Pia:a Institute,281 N.Lee Sheet,Sutte 312 Alexa dria.V4 21314, Job Truss Truss Type Oy Ply ROM00_FA • E6300843 • ORDERS' E_A-99946 COMN 1 2 Job Reference(optional) NVR Homes,X 7.250 s Aug 252011 MITek Industries,Inca Wed Feb 2215:40:102012 Page 2 ID:R9y12cEcNZRD1 Dulbl SMbazlrzD-i_v1R28bDrOehDi L vicEcKvCosDswsylAFIEOziYxJ NOTES (12-13) 10)This truss is designed In accordance with the 2D09 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard'ANSITTPI 1. 11)Girder carries tie-in span(s):42-070 from 0-0-0 to'12-9-0 12)Designs checked for ASCE 7-05 wind at 120 m ph,.wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as stiown:. 13)SPF No.2 and SYP No.3 Sn be substituted for SPF Stud.Grade material(Roof trusses only). LOAD CASE(S) Standard 1)Snow.Lumber Increase=1:15,Plate Increase=1.15 Uniform Loads(plf) Vert:2-6=1013(8=-993),1-4=-80,4-7=-80 A WARNING�Vrrj/y design parameters and READ NOTES ON FRI. NfS AND INCLUDED AIITE K REFERENCE PAGE 9817473'BEi'ORE USE. yB�eEncmmru [[ c cr Design aid tor use only with NNek connectors:This design is based only upon paro eters shown and is for an individual buldng co ponent. iI®C$L Appicobity of design parameters and pope-incorporcrtion of component is responsibiify of building designer-not truss designer.Bracing shown RENrsto b for lateral support of individual web members onhi. Additional temporary bracing to insure sturdily during construCtion is the responsibigty of the AMikM Alllllar^ erector.Additional permanent bracing of the overall structure Is the responsibgty of the building designer.For general guidance regarding fabrication;quality contiotstoroge.delivery erection and bracing:consult ANSI/illl Quality Crtteda.05189 and SCSI Building Compon®M BiB Sountls de Road Safety InfkxmaBOn avalable tram imss Pbte In lifvte;281 N. Street Sufe 312 Ak sine,VA 2231a _ _,� els-..., d.,.r• l • Job Truss Truss Type Oly Ply ROMOO_EA • E6308845 ORDERS EA-99950 COMN 1 3 Job Reference footlonall NVR Homes,X 7.250 s Aug 25 2011 MTek Industries,Inc. Wed Feb 22 15:40:11 2012 Page 1 _ ID:R9y12cEcNZRO1 Duib1 SMbazia6PATFeN9Dz9 W VJNcYpdDmgs4hCEIbew8Fq_snTzlYb -471.4- s - s 2P}B 1--9114 641.4 358 34.2 3-4-2 '3.4-2 3-4-2 3-5-8 '411- , 4x6-. Scale=1:73.6 - This truss design assumes the use of Southern Pine lumber values that were published in the 2005 NDS and prior to the updated and 5 lower vales adopted by ALSC on June'T,2012. This is being done • y explicitly at the direction of Frank Avbel,PE,Engineer of Record 4�, p 'for Ne project 4 , 64x8 ■ 1200 12 \ a 3x8 4, 1 3x3 �� 3 - Ili.7 ",1 2 G,�-�� p 8 d ' 4x12 II 14 13 12 11 10 4x12 II 4x12 II 4x5 = 8x8 = 8x6'= 4x12 II I 3-58 I 6-9-10 717-0 161-12 135 16-1¢0 1 2638__I 3!SB 3-4-2 69 2-8-19 3.4-2 3-4-2 '3.5-8 Plate Offsets 0(Y): f2:0-7-4,Edael,f6:0-7 14:Edgel.f11:0-3-8 0-5-01,f12:0-3-8 046-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc), Wee Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.26 Ven(LL) -0.0510,11 >999 -360 MT20 197/144 (Roof.Snow=30.0) Lumber Increase 1:15 BC 0.32 Vert(TL) -0.10 10-11 >999 240 TOOL 10.0 Rep Stress lncr NO WB. 0.74 Horz(TL) 0.01 8 n/a n/a BCLL 0.0" Code IRC2009/TP12007 (Matrix) Wnd(LL) 0.03 11 >999 240 Weight 536 lb FT=5% BCDL 100 LUMBER BRACING TOP CHORD 2 X4 SYP No.2 TOP CHORD Structural wool sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 8 SYP 2250F 119E BOT CHORD Rigid ceiling directly applied or 10-60 oc bracing. WEBS 2 X 4 SPF Stud*Except' 5-12:2 X 4 SYP No3 or SPF No.2 WEDGE Left:2 X 4 SPF Stud Right:2 X 4 SPF Stud REACTIO NS (1b/size) 2=4101/0-3-8 (min.0-1-8),13=11135/0-3-8 (min.0-3-1),8=6792/63.8 (min.'0-1-14) Max Horz 2=347(LC 6) Max Uplift2e-560(LC 5),13=1615(LC 7),8=1008(LC 8) Max Gray 2=4104(LC 2),13=11135(LC 1);8=6820(LC'3) ' FORCES-(lby Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3s 3106/462,3-15=524/160,4-15=-343/163,4_5_1722/396,5-18=-1679/358,616=-1796/332, 6-7=-4204/6417-8=6638/931,B-9=0/39 ROT CHORD 2-14=440/2004,13-14=440/2004,12-13=90/278,11.12=377/2912,10-11=543/4286,8-10=543/4286 WEBS 3-14=-472/3235,4-13=-4143/695,5-12=455/2094,6-11=-819/5139,7:10=504/3380 3-13=2324/492,4-12--513/3197, "11,111itsar!/I/y 612=4093/780,7-11--2104/443 •:•\' STR-le ,XX P'.. •?-4,. *i• JOINT STRESS INDEX i> i,� `h.l`J,i 2=0.37,.2=0.00,3=0.75,4=0.63,5=0.34,6=0.87,7=0.78,8=0.78,.8=0.00,10=0.33;11=0.53,12=0.94,13=0.36 and 14 (01 .1>\4�'"4itj. -i .- . J NOTES (1814) Z. :r • ' 1)3-ply truss to be connected together with lad(0.120"x3")nails as follows: . 4OO ' J rv' �i0.il' Top choMS connected as follows:2 X 4-1 row at 0-9-0 oc. 7...-•-0 7..- '[Ur ' i'J Bottom chords connected as folows:2 X 8-3 rows at 0-5-0 oc. .J • 5' ;' : �1 Webs connected as follows:2 X 4-1 row at 0-9-0 oc 2)All loads ere considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section..Ply,to ". . - �? ` ply connections have been provided to distribute only loads•noted as(F)or(B),unless otherwise indicated. . ') i S. 3)Wnd:ASCE 7-05;120mph;TCDL=6 0psf BCDL=6 Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right •X;� Cf(v FU- \x�S'• •exposed;Lumber DOL=1 60 plate grip DOL-1.60 �U/fff l l( ' A, x 4)TCLL.ASCE 7-05;Pf-30 0 psf.(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. /,j / 6)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 AUG 2 �]`012 CoryMit-481W0S ti rd bottom cho and any other members. ®;WARNING Vrri,y design parameters and READ NOTES ON 7EISAND!NCL UDEDMI7EK REFERENCE PAGE ME-7473 BEFORE USE. sNGiNErnito UV Design void fora only wilt h1Tek connect This design b based only upon parameters shown and a for an indmduol buleng component, =C" Appicabaty of design parameters and proper Incorporation of c mponentb responsibgty of building designer-not truss desgner.0racing shown is for lateral support of individual web members only Additional temporary bracing to insure stably during construction is the respon billy of the I S erector.Additional permanent bracing of the overall structure is the responniblety of the building designer.For general guidance regarding A Mllak?Julian., fabdcatlon:quality control storage.deivery,erection and bracing,consul ANSI/fell Qualify Criteria.051.89 and SCSI Balding Component 'Sorely Information available from inns Plate Institute. N.lee Street.Suite 312 Afleeanddo,VA22314 ,. _ 818 Sovndnide Road Job' Truss Truss Type ON Ply ROMOO_EA. E6308846 • ORDERS EA-99951 COMN 1 1 Job Reference ek Industries, - NVR Homes,X _ -7.250 6AUg 25201 TMrIek Indusides,Inc.'Wed Feb 22 15:40:12 2012 Page 1 ID:h8VECAYJY6m_X hgmSUonP7zieKc-eM1dsjArkSeMwX6kNKk4J1 PCLcUWKt2FUUkPJvziYxH -9-111 4-11-11 r 101-12 1 15-1-13 1 2008 avz_12 01444 4-11-11 5-2-1 5-2-1 4-11.11 011=-4 455\\ Scale=1:73.6 This truss design assumes the use of Southern Pine lumber values 5 that were published In the 2005 NDS and'pnor to the updated and 44, lower vales adopted by ALSO on June 1,2012. This is being done 0,Aiii plicitly at the direction of Frank Avbel,PE,Engineer of Record r the project 5 1200 3x4 O V 4 4x4 / 4x4 4x4 7 4x4 \\ 2 de F . b 6x6 II 11 12 10 13 14 655 II 6x8= I 101-12 I - 2038 I 101-12 '101-12 • LOADING(psf) SPACING 2-0-0 CSI DEFL In (loci 1/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC. 0.46 Vert(LL) -0.15 8-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -0.35 8-10 >697 240 TCDL 10.0 Rep Stress lncr YES WB 0.74 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 ' Code 1RC2009/TPI2007 (Matrix) Wind(LL) 0.03 2-10 >999 240 Weight 126 lb FT=5% BCDL 10 0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud*Except' -MiTek recommends that Stabilizers and required cross bradng 5-10:2 X 4 SYP No.3 or SPF No.2 `be installed during trusserection,in accordance with Stabilizer SLIDER Left 2 X 6 SYP No.2 3-7-0,Right 2 X 6 SYP No.2 37-0 Installation guide. REACTIONS (lb/Size) 2=1213/0-3-B (min.0-1-8),8=1213/0-3-8 (min.0-1-8) Max Horz 2=444(LC 7) Max Upllft2=-286(LC 6),8=286(LC 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29,2-3=1245/344,3-44-997/371,4-15=972/397,5-15=-813/420,5-18=813/420,6-16=972/397,6-7=997/371, 7-8=1 245/344,8-9=0/29 -BOT-CHORD-2,11=262/783711.12=262/783r10:12=262/78371 043=85/783713-14=e95/78378.14=t95/783 WEBS 4-10=-335/377,5-10=369/755,6-10=335/377 JOINT STRESS INDEX 2=0.71,2=0.35,2 0.35,3=0004=0.26,5 0.41,6=0.267=0.00,8=0.71,8=0.35,8=0.35and10=0.73 -.//7 .` n R1 v //V/'/ NOTES (10-11) s - 11.. �j, 1)WIndf ASCE 7-05;120mph;'TCDL=6 Opsf;BCDL=6.0psf h=25ft Cat II;Exp.a,,enclosed;MWFRS(low-rise)gable end zone and C C . <' . 't('..i• Exterior(2)zone cantilever left and right exposed;C-C for members and.forces 8 MWFRS for reactions shown;Lumber DOL=1 60 - 'v f. plate grip DOL=1.80 l 3)Unbalanced nowt loads have sbeen consdered for this design.nxp B;Partially Exp.;Ct=1.1 10 (,i0 o,J••. _irt 4)This truss has been designed for greater of min roof live load or 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs x 8,-,-E..OF non-concurrent with other live loads, d 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,." /ly 1'\11Q` 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 tail by 2-0.0 wide C ..• will fit between the bottom chord and any other members,with BCDL=I0.opsf. 4,'• - � 7)•ProvIde mechanical connection'.(by other's)of truss to bearing plate capable of withstanding 266lb uplift at joint 2 and 286 lb uplift at '//:,,/'_ As ,\. .s` 11 joins truss !(%lilt! 8)This Wss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P1 1. �/// 9)'Sarni-rigid pitchbreaks with fixed heels"Member end fixity rnodel was used in the analysis and design of this truss. �/�f// / 10)Designs checked.for ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for' - `�f////' 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 11)SPFNo.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard AUG 2 3 2012 6A,4yAFiN1NG Verify Weil gnparaimetrsend READNOTES ONN.7NIS AN'D INCLUDED Alt ER REFERENCE PAGE N.H 7473'BEFORE USE. eNCIUE[mac sr� Design id for use only with Meek connectors This dsign's based only upon paromete shown,and' to on indiWdual bolding component. Appicablily of pagan parameter and proper incorporation of component is responsibilty of bulking designer-not huss designer:Bracing shown h for lateral suppot of individual web member only..Addilbnal temporary bra trig to Insure stability during constmction h the responsibility of the !erector.'.AddNOnal permanent bracing of the overall structure is n the responsibrfy of the building designer.For Benerolgudance regarding, AfsSl hlfli.nc fabrication,quality control itorage.`delvery,erection and bracing:consult ANSI//IrPIT Oaallly Cr*eda DSB-B9 and SCSI Betiding Component 818 Soundilee Road Sakhl- _-„ Slilute,281N Lee Sheet,Suite 312Alexanddo.VA 22314 --,---,- 818 S.. a^e 05 NIXma9on eatable from irvss Pole ln,_, .-..__-.._.......... ............__..- ........_`-' Job Truss Truss Type Qty Pty E6469789 ORDERS EA-99952 MONO 1 1 6-11-08 MONO ;lob Reference(optional) NVR Homes,X 7.250 s Jan 25 2012 MiTefc Industries,Inc. Thu Jun 28 08:35:20 2012 Page 2 ID:edVxO4GOdK?x8SapxRbfvD'U8V?-gKDBP1?a71FLZaENlhbinxyT9tOPZe1 HDv04FMiiprr LOAD CASE(S) Uniform Loads(plf) Vert:2-4=20,1.3=80 2) Unbal.Snow-Left:'Lumber Increase=1.15;Plate Increase=1.15 - Uniform Loads(pig Vert:2:4=20;1-5=-60,3-5=-93 ,. .. . . 3) Unoat.Snow-RighliLumber Increase=1:15,Plate increased Uniform Loads(plf) Vert:.2-4=20,1-3=38 4) IBC BC Live:Lumber Inaease=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:.2-4=-40,1-3=20 5) C-C Wnd.Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pig Vert 2-4=-12,1-2=85,2-3=69 Horz:.1-2=97,2-3=81 6) MWFRS Wind Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2.4.12,1-2=65:2-3=43 Horz:1-2=77,2-3=55 7) MWFRS Wnd Right:Lumberincrease=1.60,Plate Increase=1.60 • Uniform Loads(pl9 Vert:2-0=-12„1-2=17,2-3=24 Horz:1-2=-29,2-3=-36 8) MWFRS 1st Wnd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pig Vert:2-0=12,1-2=65,2-3=43 Horz:1:2=77;2-3=55 9) MWFRS 2nd Wnd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:2:4P12,1-2=18,2-3=26 Horz:1-2=30,2-3=38 10) MWFRS 3rd Wnd ParalleI,Lumber increase=1.60(Plate Increase=1.60 Uniform Loads(plf) Vert:2-4=12,1-2=41,2-3=19 Horz:4-2=-53,2-3=31 11) MWFRS 4th Wnd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pig Vert:2-4=-12,,1-2=4,2-3=12 Hai:.1-2=16;2-3=-24 12) IBC Snow on Overhangs:Lumber lncrease=l'.15,•PIate Increase=1.15 Uniform Loads(pit) Vert:2-4=-20,1-2=-60,2-3=20 • ., -. gym..:... .._--_�s- «. ......� . ...._.., _ >..�..........,—y....-... A WARNING Verify design"'creme!ens and RPSD NOTES ON THIS AND INCLUDED MTTEKREFEREME PAGE MI!7473 BEFORE USE ewveEr81N4 or Design void to se only with Mitek connectors This design b based only upon parameters parb meters'shown,and is for an Ind dual building c mpa end Appicabllry of design parameters and proper incorporatio of component Is responsbifty of building designer-not truss designer.Bracing shown B for lateral support of individual web members only Additional temporary bracing g t Insure slablfty during constructions the responsibility of the nMibFAllll'nnr- erector.Additional permanent beadng of the overall structure v the responsibility of the building designer.For general guidance regarding fabication,auaity control storage.deivery.erection and Iscadng;consul ANSI/TPll Quality Criteria.DSB-89 and SCSI Building Compeni 91Beoundside Road Safety Information avo&sble from Truss Plate Institute.281 N.Lee Street Suite 312 Alexandria.� e A 2231 a. _„----_________ _ I Job Truss Truss Type CRY Ply ROM00_EA E6308848 ORDERS' EA-99953 COMN 1 1 Job Reference footionall NVR Homes,X • 7250 sAug 252011 Mirek Industries,Inc. Wed Feb 2215:40:13 2012 Page 2 ID:h8VtCAYJYBm_XhgmSucnP7z eKd-7Yb033BTVmmDYhmwx1 GJsFyRPN/3O4Pj8TzrtzlYxG LOAD CASE(S) Standard • A WARNING Verify design pmnm tern and READ NOTES ON THIS AND INCLUDED MITER REFEREACE PAGE R➢17473 BEFORE USE Etp,lNEEnlr:.er Design void la use only with meek connectors This design a based only upon parameters shown ond a b' M on individual l bulling component. AppicoNity of design parameters and proper incorporation of component B responsibilly of butting designer not truss designer&acing shown BENCO is for lateral support of Individual web memoers only:Additonal temporary Noting to Insure stabifity during construction is the responsbtly of the ,erector Addf onal permanent tracing of the overall structure Is the responsibility of the building designee'.For general guidance regarding r Ml.k.4til'u'It faoficoton.quality control storage;delivery,erection and bmdng[consult ANSI/TTPI1 Quality Criteria,OS189 and BCSI Blinding Component 818 SOUntlsitl R Road Safely iNOrmation available from truss Rote Institute,281 N.Lee Street,Suite 312.A'zwndda,VA 22314: _ cs,,,,,,,, ,v,e R Job Truss Truss Type thy Ply ROM00_FA E6306849 • ORDERS, EA-99954 (HIPS 1 1 Job Reference fontrnall • NVR'Homes,X - _ 7.250 s Aug 25 2011 MiTek Industries,Inc. Wed Feb 22 15:40:14 2012 Page 2 • ID:hBVECAYJYl3m_Xhgm6oaiiP7ileKCbI90GPB5G4u4ArL7UInYPSU VhPSwotTYyoD W NpziYZF NOTES (13-14) • 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity modelwas used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin eking the top and/or bottom chord, 13)Designs checked for ASCE 7-05 wind at 120 mph;wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(069.for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 14)SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses Only). LOAD CASE(S) Standard • • • • AS'WARNING•Verify design parnmeters and READ NOTES ON TINS AND INCLUDED AIIIEK REFERENCE PAGE MJI 7473 BEFORE USE. E'GINEERiN er Design valid for Use onM with Mile4 connectors IDs design is based0 Mupon parameters shown,and is for an individual but Ing component. ll` Appicabiry of design parameters and proper incorporation of component is responsibigly of building designer.;not truss designer.Bracing shown. Is for lateral support of individual web members only Add Adcfitional temporary bracing t nsure stabilty during construction is the responslbiey of the erector.-Adddional permanent bracing of the overall structures the responsibility of the building designer.For general guidance regarding: A Milbk AI Ill Ix Pe ,fabrication,quaiy control storage.delivery,emotion and bracing,consult 'ANSI/Mt Quat ty CStteria,05459 and SCSI Bundle;Component 815 S ou ndsi drie ri Road Safely INormavon,ovatabe hom truss Plate Instute,231N.lee Street Suite 312 Alexandrlo,V Job Truss Truss Type thy Ply ROMOO_EA • E6309850 ORDERS EA-99955 PGBK 1 1 _ Job Reference(optional) NVR Homes,X 7.250 s Aug 252011 MRek Industries,inc. Wed Feb 22 15:40:152012 Paget JD:h8VfCAYJY6m_XhgmSu nP7zieKc 3>dmUICjtNoxo wJ2Sinxg1kZpexXO7hASy3wEzlYxE 12)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 13).SPF No.2 end SYP No.3 can be substituted forSPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard A WARNING•Verify designparvmetoa and R PA O NO TES ON 11115 AND INCLUDED AIIIEK REFERENCE PAGEMA1i7473 BEFORE USE. ENGINEERING. Design wad foruseony Mtn Mitek connectors.This design is based only upon parameters shown and Is lw an indvldual baking component. Applcabiy of designporometers and proper Incorporation at component is responsibility of building des Bier-not truss designer.Bracing shown faEpical Is lor.loterol support of Individual web members ony.Addtio altemporary bacng tonsure stablfnyduring construction is the responsiblliy of the erector.Addit onal permanent bracing of the overall structure is the responsibility of the building designer.For general guidanceregarding - A Idilk+Alllliale fabrication.quality control storage.delery.erection and bracing.consult. ANSI/TPI1 Ovallty�CMeda 0SB-89 and BC5l Building Component BIB Scudside Reed Soley IMarmvBOn avcibbie ham truss Plate Ins jtuje,291 N.lea Sheel;Suite 312 AI wndna,VA 2231 a. ate•••„ sr»a„ Job. Tams• Truss_Type Qty Ply ROMOO_EA 06308851 ORDEF4S EA-99956 HIPS 1 g Job Referarice(option NVR Homes;X. _ 7.250 s Aug 252011 MITek Industries,Inc: Wed Feb 2215:40:16 2012 Page 2 ID R9y12cEcNZR01DuiblSMbaziczD-X 7G8h5DLohenPawoApOUtatkDwhGfgrpsidsgziYxD NOTES, (16-17) 13)This buss has been designed for.a:10 0 psf bottom chord live load nonconcurrent with any other live loads. ss 9) This tru 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 L'10.0psf. 10)WARNING.'Required bearing size atjoint(s),12 greater than input bearing size. 11)Provide metal plate or equivalent at beanng(s)5 to support reaction shown. 12)Provide,mechanical connection(by others),of;truss to bearing plate capable of withstanding 1464 lb uplift at joint 2,3294 lb uplift at joint 12 and 1259'.lb uplift at joint 8. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11:1 and R602.10.2 and referenced standard ANSI!-P11. 14),Girder carnes'tie-inspan(s)r 42-0-0 from'0-0-0 to 27-7-6 15)Graphical purlin representation does not depict the size or.the orientation of the purlin along,the top and/or bottom chord. 16)Designs checked for ASCE,7-05 wind at 120 mph,wind reactions x0.56 will adjust wind load reaction to a speed of.90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain lie same as shown. 17)SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard. 1).Snow:'Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-4=80,4-6=60;'6-9=-80;2-13=-1013(B=993),13-19=1053(8—993) 6-19=-1013(6 •993). • • • A,WARNING:Verify des gn yamniete-x and READ NO TES ON THIS AND INCLUDED MITER"REFERENCE PAGE IWI 7473 BEFORE USE arae INGINFrelNG nr Design void f a ority yvitb Web connectors this design is based only upon parameters shown and is for an individ al building adrddonent.3 1178173 Appicobitty of design par m tern and proper incorporation of component is responsibility of building designer not true designerr Bracing shown is for lateral support of individual web members only'Additional temporary bracing to re stability during construction a the responsibility of the ♦� erector.Additional permanent bracing of the overall structures the responsibility of the building designer For general guidance regarding A lak fabrication quality control storage,delivery.erection and bracing consult_ANSIRPI1Outlay ar ain:038.x9 and SCSI Building Component. 518 5oundade Road Safely ll atln available from Truss Plat 1 ttet 28i-N.L Si tSate312 Alex dna,VA22314. - cee.n.0 .novom • Job', - Truss Truss Type City Ply ROM00_EA 56308852 ORDERS EA-99957 IPS 1 1 Job Reference(obtional) NVR Homes,X 7250 s Aug 2520111 MRek Industries;Inc: Wed Feb 2215:40:172012 Paget • • ID h6VECAYJY6m_XhgmSucnP7zieKc-7 KgWvRE_Z?Ge114iAtKF056xic90?9E_emRA 6ziYxC NOTES (13-14) .. .. .. 7)This truss has been designed fora lag psf bottom chord live load nonconwrtentwith any other live loads: ,_, 8)'This truss has been designed Tor,a live load of 20,0psf on.the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0.0 wide will fit between the bottom chord and any other members,with BCDE 10:9psf.. 9)Provide mechanical connection(by others)of,truss to bearing plate capable of withstanding 486 lb uplift at joint 1 and 560 lb uplift at joint 12: 10)This truss is designed to accordance with the 2009 International Residential Code sections R50211.1 and R802 10 2 and referenced standard 1. 11)"Semi-rigid pitchbreeks with fixed heels.'Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top end/or bottom chord. 13)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 14);SPF No.2 end SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard. • • WARNING Ve,- j drags pa sized ss and READ NOTES ON IRIS AND INCLUDED AfTIEK REFERENCE PAGE MIT 7473 BEFORE USE. EHoiNcunirre try 'Design valid f use only with Meek conneetors les design a based only upon parameters shownod a for on indedUal b king component 3 — - Appfc bfty of design p ramet rs and proper Incorporation ofcomponent B respo tiGry of building designer not truss designer.Bracing shown I I. itor lateral support of ind'idual web members only.Addifioal temporary bar gto sure stabirty during siructions the respons bilfty of the to ' ��t 'erecto °Additional permanent bracing of lie overall structure s the renponsibrty of the buiding designer For gee I guidance regarding, I M luk Bitllliuu fabrication qua ray.control.storage,delivery erection and bracing cbnsutl ANSIR11I1 Riney Criteria DS3.89 and ICSI Betiding Component safety information.available from imss Plat institute,281N ' .Lee Street,Suite 312 Alexandria, A223i4. - 816 aountls de Road. • Job Truss rues Type thy Ply ROMOO EA • E8308853 ORDERS EA-99958 HIPS 1 1 Job Reference(ootidnal) NVR Homes.X - 7.250 s Aug 252011iMRekIndustries.Inc. Wed Feb 221540:182012 Paget ID h8VECAYJY6m)C hgmSucnP7zle Kc-TWOv6nFDKIOVfSfujbrUZIfFM0(8kIdosQBkWZZIY%B 11)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.58 will adjust wind load reaction, a speed of 90 mph(0.69 for 100 m w ph and 0.84 for 110 mph).All other coefficients remain the same as shown. 12)SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • A WARNING -s enfy do gn parameter and READ NOTES ON-1111S AND INCLUDED anMI d TEIC REFERENCE PAGE ompone0 BEPORE USE. eO BO seiPpiO Design Void fog a any, thlnlek connVo This design based only upon parameters shown one o torn ndrvmd I bukLngcomponenl Appfcab fty of design parameters and Incorporation of Component Is re pono i n u of building designer•not truss designer.Bracing shown Is fcrlotesal support ofrmanenal web members only Addho Itemporery bracing t rare stability during construction's the erega brut),of the eredd.Additional permanent bracing of r ie overall structures the essult sldl yof the building designer.for general guidance regarding h Iv1i lek AIIIIFrIc fabrication.ey l quaff),control,storage:delivery.erection and brodng:consult A,AlexoI Quality Criteria,DSB.B9 arid BCSI BuOding Component SIB SouMSltle Road Safely lMarmaaon evadable from To s Plate Institute,281'N.Lee Street.Suite 312 Alexandrh. A 2231 d. Job Truss Truss Type Oty Ply ROMOO_FA E6306654 • ORDERS EA-99959 HIPS 1 '1 Jgb Reference ggfig ell NVR Homes,X 7.250 s Aug 252011 MTek Industries,Inc:Wed Feb 22 15:40:19 2012 Page 2 ID,hBVrCAYJY6m (hgmSurnP7zieKOtdyHK6FE5cWMGcD4HIN15WCV?O1 DTOgH54wH3?zIYxA NOTES (15-16) 1)Wend:ASCE 7-05;.120mph;TCDL=6.Opsf;BCDL=6.0psf(.h=25ft(,Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C:C.for members and forces 8 MWFRS for reactions shown Lumber DOL 1.60.plategrip'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 7-05 Pf=30.0 psf(sat roof snow);Category II;Exp B;Partially Exp.;CE1.1,Lu=50.0.0 4)Unbalanced snow loads have been considered for this design. 5)This toss has been designed.for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. • 6)Provide adequate drainage to prevent water ponding. 7)All plates are 3x4'MT20 unless otherwise Indicated. 6)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. 10)This has has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) This Puss 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. 12)Provide mechanical connection(by others)of truss to bearing plate capable of.withstanding 262 lbuplift at joint 2,156 lb uplift at joint 18,66 lb uplift at joint 26,157 lb uplift at joint 28,108 lb uplift at joint 29,.113 lb uplift at joint 30,120 lb uplift at joint 31,264 lb uplift at joint 32,160 lb uplift at joint 24,108 lb uplift at joint 23,113 lb uplift at joint 22, 120 lb uplift at joint 21,246 lb uplift at joint 20,56 lb uplift at joint 27 and 4 lb uplift at joint 25. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI,TP1,1. 14)"Semi-rigid pitcnbreaks with fixed heels' Member end fixity model was used:in the analysis and design of this truss.. 15)'Designs checked for ASCE 7-05 wand at 120 mph,.wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 16)SPF.No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • • A WARNING Verify design parameters anti READ NOTES ON.THIS AND INCLUDED AIIT&K REFERENCE PAGE MI!-7473 BEFORE USE. B e at BY Desgn valid foF u only With Wok conneclon This design is based ny,upon p rometenshow and is for anndmdual buibing component. SiPfrftl spocabilty of design parameters and frober incorporation of component a responsibility o:.building designer:not truss designer.Bracing shown Is for lateral support of individual web members only 'Additional temporory bracing to insure stablitytl ng constmcton is the responslblitly of the erecter Additional-permanent bracing of the overall structure lithe responsidEty of the building designer.For general gudonceregording n(111x4',Ilkii fatiicotbn,gimpy control storage.delver erection and bracing.consult ANSI/1191 gooney Creeds,058-89 and SCSI Building Component BleSoundsde Road Safety Information avobobie from Tensible l sltele.281,N tee Street,Suite 3124, ,ondpa:VA 22314,,.. .-_- • Job Truss Truss Type Qty_ Ply ROMOO_EA 66308855 ORDERS EA-99960 PGSK 1 1 Job Reference(optional' NVR Homes,X. -- 7.250 s Aug 252011!MtTek Industries,Inc. Wed Feb 22 15:40:20 2012 Paget J D:h8VECAYJY6m-XhgmSucnP7zieKc-P,WWfXSGssveDumoGr?uye(kaXgN VC(hRKkggbRziYx9 NOTES (1314); 12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable or consult qualified building designer. 13)I Designs checked for ASCE 7.05 wind at 120 mph w i n d(eactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.89 fo?100 mph and 0,84 for 110 mph).All other,coefficients remain the same as shown. d n 14)�SPF No.2 a&d SYP No.3 can substituted b tuted}or SPF'Stud Grade material(Roof trusses LOAD CASE(S)'Standard • • • `A.WARNING Verjfy design paranirtrn and READ NO TES ON IRIS AND INCLUDED NITER"REFERENCE PAGE N!7473 BEFORE USE rw rsrrn,ec BY miA Deign and fw use only wit MTek connectors.Thtstaesign a based only upon parameters shown,and Ls for on nit d alb riding component 7 5, Appficobity depot,parameters and proper ncorporotion of component kresponsibityof building designer=not truss designer Bracing shown, Is for lateral support of ind dual web members only Additional temporary bracing t insure stability during construction is the responsbllily of the erector:,Additional permanent bracing of the overall structures the responsibility of the buiding desgner for general gudance regarding, AMtJ arliiir safe Inforquo Mon oval ble from Truss Plat Institute 28LN lee Street Suite 312 Alexond o:VA 22s14, ^9 COmponeM ale sounds tle Road labnhcailon uanty donfrolto storage,denrve erection and txoci g consvH Qualify CNeBa 058.89 and BOSI Bulltll ale Sou dste Road Job Truss Truss Type Obi Ply ROM00_EA E6308856 ORDERS EA-99961. HIPS 1 1 Job Reference(optional) NVR Homes,X. - 7.250s Aug 252011 MTek Industries;Inc.'Wed Feb 22 15140:21 2012 Paget ID:h8Vf CAVJYem_XhgmSUcnP7zieKo-u541koHUdDm4tWNTPjPBBxHhdEU XxyDa2OPO7uziYx8 NOTES (11-12), 8)Provide mechanical connection(by others)of buss to bearing plate capable of withstanding 488 lb uplift at joint 1 and 563 lb uplift at joint 11: 9)This truss is designed in accordance with the 2009 IntemetionalResidential Code sections R502.11.1 and R802 10 2 and referenced standard ANSI/TPI 1. e.. 10)"Semi rigid pitchtireaks With fired heels:'Member'e'nd Oily model was used In the analysis and design of this truss. 11),Designs checked for ASCE 7-05 wind at 120 frph'wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph'(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown 12)SPF Not and SYR NO.3'cao.be substituted for SPE Stud Grade material(Roof trusses only). LOAD CASE(S),Standard` • • • At WARNING Vei1(y des gn parameters and READ Ii 'ON THIS AND INCLUDED M&TEK REFERENCE PAGE 191 7473 BEFORE USE Cri.;fwn ukixe Design void for use only with Mnekcennect ihs deign is based upon only upoa mete shown,and Is for individual building component. Appic bity of design parameters and proper incorporation of c pon nt s responsibirty of building d sgner-not t ss designer Bracing shown NEN *is for lateral support of individual web members on8.188dditional temporary br sing to Insure stability dunng construchon is the responsiblrty of the 3 Isla ,erector.,Additional permanent bracing of the overall structure s the responsibility of the building designer.for general guidance regarding Mi Ion tilts -tabdbdtion quoity control storage.deivery erection and bracing/consult ANSIf/rrP11 Quality 66 da DS969 and BM Building Component 818$auotls tle Road Balety IMO aXOnwcilable hom?rvss,Plat Institute,281N Lee Sheet,Suite 312 Alexandria.VA 2231 a; - - u......., dna Rss • • Job Truss Tniss Type Qty Ply ROMQQ_EA • - E63013857 ORDERS. EA-99962- HIPS 1 1 - - - Job Reference(oofonalt NVR Homes.-X • • 7.250 s Aug 252011'MtTek Industries;Inc. Wed Feb 2215:40:222012 Paget ID h6VICAYJY6m_XhamSucnP7zieKc-MHOPy8160Xvx73yryCiwCijappgdx WgPPin29xtKZ,Yx7 NOTES (11-J2), .8)Provide mechanical connection(by others)of truss to hearing plate capable of withstanding 56616 uplift at joint 2 and 566 lb uplift at joint t2 9) Wss is designed in accordance with the 20091ntemetional Residential Code sections R502 11 1 and R602 10.2and referenced standard'ANSI/TPI 1. 10)"Semi rigid pltchbreaks with fixed heele Member;end fixity:model was used in the analysis and design otrthis truss. 11)-Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. 12)-SPF No.2 and SYP No.3 can be substituted for SPE Stud Grade matedal,(Roof trusses only). LOAD CASE(S) Standard • • WARMNG Verify d9 n pammAaa on READ N07£6 ON hits AND INCLUDED Mf75K REFERENCE PAGE bft7 7473'BEFORE USE Eii GiRisiviNG er Design void for use onbwith Wet connectors This-design s based only Upon Parameters shown,and is for an individual building component Aopfwbiltyof design parameters cad proper ncorporv{ion of component is respon airy of dulklrig designer-not Wss designer eraang shown k IS ,1hiI is for laf Isupport ofIndividual web memo only Additional temporary bra g tonsure stability during construction s the responsblity of the `� erector AOdtional permanent bracing of toe overall structure s the responsibrty of the building designer.For general guidance regarding n fyli Wk',\IIII:d:: Sae quality cotetra g u P erection;28 bracing, ,u ANA)/r PI1 Quality tv[ D SB 89 tl BCSI Beil3np Component 8188oundsitle Road SaftNInformation'avofia ble from Truss Plate Institute 281 Lee Street Suit e 312 A 31Z Alexandria.V A92314„ ,�_ ;� c.V.... .n mm"I • Truss Truss Type Oty Ply .ROM0O_EA E6308858 ORDERS. EA-99963 HIPS 1 Joe Reference(ootionali NVR Homes;X - ., 7250 s Aug 25 2011 MITek Industries,Inc.Wed Feb 22 15:40:24 2012 Page 2 ID:h8VEC AYJY6rn XhgmSucnP7zieKc-lglANgJNw89fNN624ryuoZv8mRWo81NOFMe2k0ziyx5 NOTES (1213) 8) This Cuss has been designed for a live load of 20 0psf on,the bottom chord in all areas where rectangle 3-6-0 tall by.2,r,0-0 wide will fit between the bottom chord and any other,members,.with BCDL=.10,0psf 9)Provide mechanlcatconnedi6n(oy others)of truss to bearing plate capable of.wdhstanding 49016 uplift at joint]and 564;Ib'upllft at joint 12: 10)This truss Is designed in accordance with the 2009 InternationalResldental Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)7Senki7rigict pitchbreaks with fixedlheels Member end fixity model was used in the analysis and design'of this truss. 12);Designs checked for ASCE 7-05 wind at'120 mph;wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and,0544 for 110 mph).All other coefficients remain.the same as shown: '13}SPF No.2 and'SYP No.3 can,be substituted for,SPF-Stud Grade material(Roof trusses only)'. LOAD CASES) Standard • • • ..:..,.,,.. �.. �n .. ... A-wARMNO Verify des g paranret-rs and READ NOTES ON THIS AND INCL UDED MITEKREFERE.NCE PACE Mil 7473 BEFORE USE. f FNGiNE RING BY. ;Design vord fon Usionly,,uittiMirek ccnnect rhs design is bored only,upeni p ters shown.and is for an Individual building cmponent i IA r' Appicability of design parameters and proper incorporation of component is re ponsti rty of building designer-no by d gner:Bracing shown z1 F Is for lateral ppod oft individual web members only:,Additional temporary,bracing tonsure bit NCal stay during constru f the respo sibllry of l he 1 IdfP+k IJ0l;alo ereciar Additional permanent bracing of the overall structures the responsibility of the building designer Forgeneral guidance regardng; fabrication quarry control toroge;delivery erection and bodng on9vb ANSI/pWIT(Waite Cit rlo;OS8-09 and SCSI suildingcomponent Safely Suite tinsoundsde ROM l M ation.;aval available from Plate Inpfi fe;281 N Lee Street 312 Aksandria,V `„.„ ,.�wo+o • Job Truss Truss Type Oty Ply ROMOD_EA E6308859 ORDERS EA-99964 HIPS 1 1. Job Reference(notiona0 NVR Homes,X' — 7250 s Aug 25 2011 MITek Industries;Inc. Wed Feb 22 15:40:252012 Paget ID:h8VECAYJY6m XhgmSucnP7zieKc-msJYaAK?gSHW_XhEeZT7LnRKIrsHtInATONbGfzIYx4 NOTES (12-13) 6)'This truss has been designed for a live load of 2a 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 =10.Opsf. 9)Provide mechanical connection )'(by others of.truss to bearing!platecapable of withstanding 565 lb uplift at joint 2 and'565 lb uplift at joint 12. • 10)This truss Is designed In accordance with the 2009 International Residential Code sections R502.11:1 and R602:10.2 and referenced standard ANSI/TPI.1. 11)"Semi ngld pitchbreaks with fixed heels Membef end fixity model was used in the analysis and design of this truss. 12)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and 564 for 110 mph).All other coefficients remain She same as shown. 13):SPF No.2 and SYP No.3 can be substituted for.SPF Stud Grade material(Roof trusses only). LOAD CASE(S).Standard' • • • WsRNLNG 4erfr design parameters and READ NOTES_ON.THIS AND INCLUDED fun KREFERENCE PAGEMhX7473'BEFORE USE. sFFY.+1NECRING By Design yard for use only th Miek ounnec n The design u based only upon parameters shown and is for on indvidual Pinang ng co ponent Y Apprcabity of design parameters and properncorporatbn of component is responsibility of building designer not truss desgnerr.Bracing shown -" ry�'p Is for lateral upport of individual web mem ers only.Addtio (temporary bm ng to insure sta tty dunng construction is the responslbll6ry ot,the 1 � erector.'Additional permanent brocng of he overall structures the responsibility of the building designer.For gen al guidance regordng; rfA'kKNlllal: fabncation:quality control storage.delivery erection and bracing.consult ANSI/TPi1 Oeanly Criteria,O35.B9 and SCSI Building Component ala 8oundede Road Safety Information avalo Ole from TOSS Institute.281N l Street,Suite 312,Alexondna,VA 22314 - • ��e�„”„ 'a„"" 1 L 1 Job Truss Truss Type Qty Ply ROMO4_EA • E6315899 ORDERS EA-99989 COMM 1 3. Job Reference(optional) NVR HOmes;X 7:250 s Aug 252011,MTek Industries,Inc. Tue Feb 28'16.42:59 2012,Page 2 ID:ySikUm6R3d07ANdwelfA4azghGJ X9ysZBX8hrATDtIKz_79KVUvMITLRnegctvizpzgZSQ LOAD CASE(S) Standard Except. 1) Snow_Lumber.Increese-1.1_5,Plate Increase=1.15 Uniform Loads(pit) Vert 2-12=20,12-13e-340,7-13=20„1-5=80,':8-16=400' Trapezoidal Loatls(plf) Vert:-5=-80-to-16=-400 12) User defined Lumber Increase=090'Plate'Increase 090 PIL metal=0.90 Uniform Loads:(pi$_...... Vert 2-12=20,.12-13=-340,7-13=-20, 1-5=20 8-16=340 Trapezoidal.Loads(plf) Vert:5=-20-to-16=-340 • • • ........e..>. �x.-,�,.,..1,.0...... ..h:.:.�. �.., a,..a.:,.-..-�_<..-F.. ,«n...... ,.A..�.,�.,....af - .. ._-�..�....,. - -«.�.,..,.. .,...a.-.,..-.ew- aWARNING Verify deagn pa.vmef a and REiD:NOTES-ON THIS AND INCLUDED MITEK REFERENCE PAGE M1174711 BEFORE USE ert-metnnucr Deign aid for use only wall Miek connectors.This design bosed o N pon parameters shown and star cn individual building component ,3 Apprc butt' t de g pa metersana properncarporotwn f Component is responsibility of b./Boling designer-not truss designee Bracing shown is far.lateral support of Individual web members only Additional t porary brac g t re stability dung construction e the responsbillity of,the 1 ut t erector Additional permanent bracing of the overall structure s the responab,lyof the bolding designer For general guidance regarding A Mike Al IIBUb fabrication,quafty.4461191.storage.defvery erection ond bmang consult ANSI/1111 Quafity Criteria,051489 and SCSI Building CComponent 818 eounds'de Road SafetyInformation available fromTrov Pole Institute;281 N L Street Suite 312 Alex dra.VA 22314. - - 818 S.0 ds a Roo Job Truss Truss Type- Qty Ply E6172048 ORDERS VT-01062 VCOM 1 1 Job Reference(optional) - - NVR Homes;X• _ - - - 7.250 s Aug 252011 MTek Industries Inc,Wed Oct 1213:12:54 2011 Page 1 ID:rGk9TmskjgsaGCC 115m7tgFyUXzkTTAWGJh0005e09nozX1 e61mNNdAsXPUcyXQjFZyU9ftl I 2-4-13 4-9-10 I 2-4-13 2-4-13 23x4 = .__ Scale=1:13.5 �, 'This truss design_assumes the use of Southern Pine lumber values that were published in the 2005.NDS and prior to the updated and lower vales adopted by ALSO on June 1 2012. This is being done 1900 12 explicitly at the direction of Frank Avbel PE,Engineer of Record for the project. 4 4 3 . ISSMINMMAWagintartatanatiltrar • 3x4.6 3x4 - 4-9-10- - 4-9-10' - Plate Offsets(X,Y); -(2:0-2-0,Edge) - LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/deft Lid PLATES GRIP �TCLL '.300 Plates Increase 1:15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30A) Lumber Increase 1.15 BC 0.29. Vert(TL) n/a. - n/a. 999 TCDL 100' Rep Stress Incr YES WB 0.00. Hoa(TL) O00 3' n/a n/a BCLL 00 Code IRC2009/TPI2007 (Matrix) Weight 12 lb FT=5% _BCDL 100 - - - LUMBER 'BRACING TOP CHORD 2 X 4.SPF Stud TOP CHORD ,Structural wood sheathing directly applied or 4-9.10 oc purlins. 130t CHORD -2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0 Doc bracing: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer r Installation guide: REACTIONS (lb/size) .1=200/4-9-10 (min.0-1-8),,3=200/49-10 (min.0-1-8) Max Harz 1=69(LC 7) Max Uplift 1 e 48(CC 8),3=48(LC 9) FORCES (lb)=Maximum Compression/Maximum Tension TOP CHORD 1-2=166/82,2-3s-166/82 _BOLCHORD_ =26L96 JOINT STRESS INDEX 1=0,15;250,04 and 3=0.15 ' NOTES (8-9) • 1)Wind ASCE 7-05;;120mph;-TCDL=6.Opsf;BCDL=6.0psf;-h=25ft;'Cat:II;.Exp B;.enclosed;MWFRS(low nse)gable end zone and C-C t 1 .t:ti , Exterior(2)zone;cantilever.left fand'right exposed,C-C for members and forces&MWFRS for reactions shown;'Lumber DOL=1',60 '1/4'.‘ rT �. !,r�; plate grip DOL=1.60 i J r . .'. , O i' 2)TCLL ASCE 7-05;Pf-30 0 psf(flat roof snow);Category II Dip 13;Partially Exp.,Ct=1.1 - - 2i. '3)Unbalanced snow,toads have been considered for this design: :•C' t i 2 u 'i '4).Gable requires continuous bottom chord bearing. r' tr 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. " '- 5)Provide mechanical connection(by others)of_truss to b_eanng plate capable of withstanding 48 lb uplift at joint 1•and 48 lb uplift at 1 1 /rr,,,8J f joint 3. 1 ` (`F l 7)This truss is designed in accordance with the 2009.International.Residential Code sections R50211.11and R802,10.2 and referenced `y j}$t'1'E-' u = .,standard ANSI/TP1 1 . i "'t trf b ,A. ' 8)Designs checked for ASCE 7-05 wind at 120 mph wind reaotioris x 056 will adjust wind load reaction to a speed of 90 mph(069 for' i - (i ,. ,Q' �'� 100 mph and 0.64 for 110 mph)_,All other coefficients remain the same as shown. .. %" ey ` i'' 9)SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). t,:;•":" X-X LOAD CASE(S) Standard • r tet � j AUG 2 3 2012 A.VIARNINU.Verify design paramet s and READ NOTESONTHIS AND INCLUDED dIITEK REFERENCE PAGE 1111;7473 BEFORE USE, ENGINEERING Pr .�4a. Design void for 0se any with Wei connectors.This demon sbased my upon parameters shown and h f o r on individual building compo f e Bl f.y t Apptmbrty, f design parameters end popper incorporation of component is repons b ly f buldngdesigner e'not im designer.arodng shown n �t dl, is for lateral support of individual web members onyx:Additional Temporary bracing to re sfabry during construction the responsib try otPie. IS ~too nil•d erector Additional permanent bracing of the erall structure the responsibility of the building designer.For general guidance regarding 1 M 1 k' itil iiu tobncofon.qualy control storage.dervery,erection and bracing consult: ANSI/TNT Quality Criteria D5B-89and SCSI Building Component 3afeN Inlorm Hon wo table ham truss Plate Insirtule.281.14.'Lee Street,Sulte02 2 Alex.andhcr,VA 2231 a-- -- '.-_ 819 Sounds de Road ales.. so o • Job Truss Truss Type Qty Ply E6172050 ORDERS VT-01064 VCOM 1 1 Job Reference(optional) NW Homes;X 7.250 s ADg 252 011 MiTek lndustnes,Inc. Wed 0c1 1213:12:552011 Pagel l0:GrOl5oucOlF87g9tnuhaS 'uXif-xfiuTfh295DV?IM_XFY7eWJRFOWnGrHIABAGn?yU9fc. - 499 I 9-7-3 I 4-9-9 4-9-10 458 •` Scale=1:28.5 This truss design assumes the use of,Southern Pine lumber values 2 that were published in the 2005 NDS and prior-to the updated and 4 lower vales adopted by ALSC on June 1 2012:.This is being done P, E Engineer of Record 1 _r es r0 4x4 - 4 4x4 o 3x4 II I 9-7-3 I . 9-7-3 late Offsets(X,Y):- f2:0-4-13 0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (IOC) Weft Ud PLATES GRIP TOLL 30.0 Plates Increase 1.15' TO 0.51 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30:0) Lumber Increase 1.15 BC 0.31 Vert(TL) n/a - n/a 999 TOOL 10:0 Rep Stress.Incr YES' WB - 0.09 Holz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:28 lb FT=5% BCDL 10,0 LUMBER BRACING_ TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly,applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4'SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide: REACTIONS (1b/size) 1=223/9-7-3 (min.0-1-8),3=223/9-7-3 (min.0-1--e),4=434/9-7-3 (min.0-1-8) Max Horn 1=151(LC 7) Max Uplift1=62(LC 9),3=-73(LC 9),4=-86(LC 8) FORCES (lb)=Maximum Compression/Maximum Tension TOP CHORD' 1-5=-188/82,2-5?-04/101,2-6=-11/90,3-6=-188/71 B O-T--CHORD—L-4 a 390$.3-0-392 8 WEBS 2-0=-283/122. JOINT STRESS INDEX 1 =0.50,2=0.90,3=0.50 and 4=0.08 • NOTES (6-9) 1 r 'ir- 1)Wind ASCE 7705;120mph TCDL 6 0psf,BCDL=6 Opsf,h=25ft;Cat.II;Exp B;enclosed;MWFRS.(low-rise);gable end zone and C C i Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber.DOL=1 60 t"..Y.> r'/ plate grip DOL=1-.60 _ 2)TCLL ASCE 7-05;Pf-30 0psf(flat roof snow);Category II,Exp B;Partially Exp.;Ct=1.I 3)unbalanced snow loads have been considered for this design: ,< 4 4)Gable requires continuous bottom chord beanng. - _ 5)This buss has been'de'signed for a 10.0 psf bottom chord live Toed nonconcurrent with any other live-loads. n` nry)c. _ 6)Provide mechanical connection(by others)of truss to beefing plate capable of withstanding 62 lb uplift at joint 1,73 lb uplift at joint 3 • 1. 'IC T%%-•••'' C and 86 lb uplift at joint 4. ri - $ j�•c'(f -id f- 7)This truss is designed In accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced •l,, u standard ANSI/TPI 1. 8)Designs checked for ASCE 7-05 wind at 120 mph wind reactions x 0 56 will adjust wind load reaction to a speed of 90 mph(089 for ' /./,.. `V 100 mph and 084 for 110 mph).All other coefficients remain the same as shown: J - r, �• 9)'SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). it 1' t 1, LL LOAD CASE(S) Standard I • AUG 2 3 2012 ®,WdR IG Verify design paean's}rraart d READNOTES ON THIS dNP INCLUDED MTTEX REFERENCE PACE 79f 7478 BEFORE USE: ENGINEERING DU Deignv rd fora ny with PMTek connectors.This deign is boned only upon parameters show and is for individual b lding ccomponent. }e� Aop§ abr'y f design parameters and proper corporation oft mponent n responsibility of building designer-no tru designer Bracng shown JY1j CO for lateral support of indvldual web members N Additional t mpolarybracing tonsure stability during consf f n the respb sb Iffy of the a-G, r lll��111 erector Additional permanent bracing of to overall structure is the responsibility of the building designer.For general guidance regarding A Mi in k AniWe, fobncaion quality controls'orage:dervery,erection and bracing.consul: ANSI//7PI1 Quality Cdf da DSB 59 and SCSI Building Component 618 . smu nd ed R oo d Safety l lib aeon•ovalhble from Trissfl to l f tute,231 N Lee Street Sude 312,Alexandria,VA 2234 •,_ -,„ =se-, ,r.e ' Job, Truss (Truss Type Qty Ply II - E6172052 ' ORDERS% VT-01066 COM' 1 1 • ,Job Reference(optional)- NVR Homes,X - 7.250 sAug 252011-MTeklndustdes,Inc. Wed Oct 1213:12:562011 Page 1 - - -- ID:k1JgI5vEn3N?Igk4KCCp_5yUXze-PslHg?igwPLMdSxA5y3M8jsfNQIB?HUvPrvgJRyU9N I 7-2,6 I 14=4-13 I. 7-2-6 7-2-7 456 = Scale=1:40.3 This truss design assumes the use of Southern'iBine lumber values that were published in.the-2005 NDS and prior,to the updated and 3 lower vales adopted by ALSO on June 1 2012 This is being done 111.1 explicitly at theidieationof Frank AVbeI;,PE,Engineer of Record for the project. 1000 12 10• 3x4 II 3x4 I I 4 2 P. 5 Al idisi I\_ 4x6✓i e.. 7 6 4x6 O 3x4=11 5x6= 3x4 II I-.. 14-4-13 I. 14-4-13 Plate Offsets(X Y): f1:0-5-5,Edgel:f5:0-1-2,Edoel.17:0-3-0,0-3-01 LOADING(psf). SPACING 2-0-0 CSI DEFL in (loc)- Udell Lid PLATES GRIP 7CLL 30.0 Plates Increase. 1.15 TC 0.35 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.171 Vert(TL) n/a - n/a 999. TCDL 10.0 Rep.Stress lncr, YES WB 0.16- Horz(TL) 0.00 5 Na n/a BCLL '0:0 Code IRC2009ITPI2007 (Matrix) Weight:48 lb FT=5% _B_CDL 10.0 LUMBER BRACING . TOP CHORD 2 X4.SP.F Stud. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD'. 2 X 4SPF Stud BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X'4'SPF Stud. Milek recommends,that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1,46/14413 (min.0-2-2) 5=146/144-13 (min.0-2-2),7=318/14-413 (min,0-2-2),.8=375/14-413 r(min. 0-2-2),'6=375/14-4-13 (min.0-2-2) Max Horz 1=234(LC 6) Max Uplift1-64(LC6),5=19(LC7),6-266(LC 8)y6=285(LC 9) Max Grav,1=146(LC.1),5=146(LC'1),7=318(LC 1),8=400(LC 2)j 6=400(LC 3) FORCES_ab)-Maximum Compression/Maximum Tension. TOP CHORD 1-2=203/153 2-9=-173/1493-9=-65/166 3-10=-65/156,4-10=-173/140;4-5=-132/83 BOT CHORD 1-8=54/126 7-8=54/126;67=54/126,56=54/126 WEBS 3-7=-239/18?2-8=319/299,.4-6=,-319/298. JOINT STRESS INDEX •1:=0.07,2=012 3=0.86,4. 012 5=007 6=012 7=0.26 a n d =0.12 , •N ifl/•/ \S )i77 !2//// NOTES (8-9) 1'w4, /do 1)Wind ASCE 7-05;'120mph TCDL 6 0psf BCDL=6 0psf h 25ftj'Cat 11 Exp B;_enclosed;MWFRS(lovi rise)gable end zone and C C ', ( 'ice 'Extedor(2)zone,.cantilever.left and nght exposed';C C for members and forces&MWFRS for.reactions shown;Lumber DOL=1 60 T .Rc ,j, plate gip DOL=1.60 - - :� Gr 2)TOLL ASCE 7-05;P1=30 0 psf(flat roof snow);Category II;,Exp B;.Partially Exp.;C1-1.1 ▪ _ e 3)Unbalanced snow loads have been considered for this design: p,(;23S - n- 4)Gable requires continuous bottom chord beanng.. • _., Pl + - • 0- 5)This truss has been designed for, 10 0 psf bottom chord live load nonconcurrent with any other live loads •ii.:OF uJ 6)ProvIde mechanical connectiori(by,others).of_buss to bearing plate capable of withstanding 64 lb uplift at joint 1;19 lb uplift at joint 5 i, 2 266lb uplift at joint S and 265 lb uplift at jomtfi. .- .' y (vijf> [ - 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11:1 and.R80210 2 and referenced ,.. 1 --r' a+ �. , • standard ANSI/TPI1 ' ry'-' T,,�-- -"� 8)Designs checked for ASCE 7-05 wind at,120 Mph wind reactions x 0.56 will adjust wind load reaction to a speed of 90 mph,(0.69 for + J .•.t `. 100 mph and 0.114 N 13 an be All other d for.S F remain Grade de same material as shown. I - /�► -/ 9jSPF No 2 and SYP No.3 can be substituted focSPF Stud Grade matenal(Roof trusses only). 40 LOAD CASE(S) Standard I f ,fp AUG 2 3 2012 `;WARNING Veiify desgn pofame rs and READ NOTES ON 77715 AND INCLUDED MJISKREFERENCE PAGE 1411 74-73 BEFORE USE. �asB�sNOiNLERING ST Design rdf r use onN ih MTek tonne 1 This de gn basedo ry p nparameters town and I an ndl d I building component t - Appficablty of design pa amel mid proper nc rp iwn of component is responsibility of building desgner-pot buss designer,Bracing shown to ■ .A is for lateral support of lndivdual web me/n nl./Addil I temporary bracing to re stablrytl rngconstmcf n is the responsbitya the I in4 erect iAddfonal permanent bracing of the overall structure s the responsibility f the building designer.For general guidance;regardng_ AIflnilllilivc: fabrication quail control antrnala delivery erection rind bracing,consuK. ANSI/TPI1 Quality Criteria 055/19 and SCSI Building Component afefylnfomaton available from Truss Plate ituel281iN L e Street,Suite 312 Alexandria,VA 22314. . 818 soundztl Rend` __ cad r.r+voea Job •• - Truss Truss Type Qty Ply I E6172054 ORDERS V-01068 VCOM' 1 1 Job Refereope(optiona0 NVR Homes,-)C - 7.250s Aug 25 MiTek Industries,Inc..Wed Oct 121312:572011 Page 1 • ID:gP80jpxVJgdL7ISS1 EH4W9UXzo-t2sfuKjlhlTDFcWNefabk xopAgDRkii2eVfNsueU9fa 9-7.3 ,r &73 9-7-3 that i truss designassu ies the use of Southern Pine lumber,values that were published in the 2005 NDS andlpriordo the updated and 4x6= scale=1:53,7 dower vales adopted by ALSC on June 1 2012.:This is'being done explicitly at the direction of Frank Avbel,PE,'Engineer of Record. for the project. 10.00 12 4 L4idhihti: u1 � 4x6 * 12 11 10 9 a 4x6 CD 3x4 I I 3x4 I I 5x5= 3x4 11 3x4 II I 19-2-6 1 19-2-6 . .Plate Offsets fXY): f1:0-5=5,Edoe1'f3'0-3-0 0-3L01 Y5.0-3.:0 0-3-01 r7'0-1-2 Edael.110:0-3-00-3-01 LOADING(psf) ,SPACING 2-0-0 CSI DEFL in: (loc) I/deft, Lid PLATES GRIP TCCL 30.0. Plates Increase 1:15 TC 042 Vert(LL) n/a: - n/a .999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.17 Vert(TL) n/a - n/a 999 BOLL 10.0' Rep,Stress(nor YES WB 0.29 Horz(TL). 0.01 7 n/a n/a BOLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:69 lb FT=5% _)3CpL 10.0 - — LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural woad sheathing directly.applied or 6-0-0 oc purlins, BOT CHORD- 2X'4 SPF Stud: BCT CHORD Rigid ceiling directly applied or 10-0-0.oc bracing. OTHERS 2X 4 SPF Stud: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection;in accordance with Stabilizer Installation' guid . e. REACTIONS (Ib/size) 1=28/19.2-6 (min.0-2-14),10=3113/19-2-6 (min.:0-2-14),11=406/19-2-6 (min,0-2-14),.12=327/19-2-6.(min, 0-2-14);9=406/19-2-6 (min.0_2-14),•8=327/19-2-6 (min.0-2-14),7=28/19-2-6 (min.0-2-14) Max Horz 1=317(LC 7) Max Upliftl-119(LC 6),11=-284(LC'8),12=-220(LC 8);9=283(LC 9),8=220(LC 9),7 56(LC 7) Max Grav 1=206(LC 7),10=318(LC 1),11=447(LC 2) 12=327(LC 1),9=447(LC 3),8 327(LC 1),7=164(LC.9) —FORCES—(1b)--Maximum'Gompression/Maximum Tension TOP CHORD 1-2=-324/189;2-3.7-213/185,3-13=-160/199;4-13=-68/227,4-14=-68/214,.5-14=190/186,5-6=172/90,6-7=-255/95 BOT CHORD 1-12=-73/185,11A 2 73/185'10-.11=69/189,9-10 69/189,18_9=66/162,7-8=-66/182 WEBS -4-10=-240/7;3-11=-365/333,2-12=-269/272,5-9=-365/332,.6-8=-269/273 JOINT STRESS INDEX 1=0 1 4 2=0.263=061,4=0835=0.61,6=0267=01148=026,9=026,10=0.24,11=028 and12=028 \81.r111t J7/7/ NOTES (8-9) c1/4,`tiP STR�/Z,"/iii, 1)Wind ASCE-7-05,120mph;-TCDL 6 0psf,BCDL=6 0p5f,h 25ft;.Cat II,Exp B;enclosed;MWFRS(low-nse)gable end zone and C G >`y ;E� . hp G; Extenor(2)zone:?cantilever lefl and right exposed;C-C for members and forces'&MWFRS for.reactions shown;Lumber DOL=1 60 i. ,'r J`5. e tr plate gnp DOL=1.60 - .�� O 2)TCLL ASCE 7-05;Pf=30 0 psf(flat roof snow);_Category II,Exp 1E1;Partially Exp:;Ct=1.1 3)Unbalanced snow loads been considered for this design: �n J� 1C r,)!.$S 4)Gable requires continuous bottom chord bearing._ .. T . c �F i.Lf 5)This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 23 -_ --I'..- ' 6),ProvIde mechanical connection,(by others)of truss to beanng plate capable of withstanding 119 lb uplift at joint 1,284'lb uplift at lost t:,\ AJ )I,1 '� - t • 11,220 lb uplift at joint,12,263 lb uplift at joint 9,220 lb uplift at joint 8 and 58 ib uplift at 7. , . ij <„, ' V � 7)This truss is designed.in accordance with the 2009 International Residential Code sections R502:11.1 and RBD210 2 and referenced: ',,. i. standard ANSI/TPI 1. t ..t 'c.. 1 •>�� 8)Designs checked for ASCE 7:05 wind at 120 mph wind reactions x 0,56 will adjust wind load reaction to a speed of 90 mph(0.69 for �'7r/1 r J l � _ 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. rJ 9)SPF No.2 and SYP NO.3 can be substituted for SPF Stud Grade material(Roof trusses ony). �_ // ;/ LOAD CASE(S)Standard AUG 2 3 2012 A WARNING Verify design parameters and READ NOTES ON THIS IND INCLUDED SETTEE REFERENCE PAGE MII7473 SERPI&USE.A4 En iXEeRiND nr. _ 'c•`�4 Design yard!or use only With Mnek tonne f ITddesign is based onfr upon ponometen shown:and l for an Individual buikding component xaBoy- Appicoblty of design parameters and prpernurporoiio of component is responsibility of buiding designer-not iruss designer.Bracing shown t gI� Is fort teral s pport of individual web members only. Additional temporary bra g to insure sta lily during construction the responsibility of the �,) *I'^ erector Additional permanent bracing of the overall structure is th sponsib ity of the b ilding ddesigner igneb For general gud ce regarding I Mil,*. liillaiu fabrication,quality control.storage:delivery erection and braeng consult ANSIRPII Quattvcreeda 055-89 a d SCSI BuidIn&C mpaneM- 810 sountlStl-Roa d d Safety lnfom tion ovmlabl ho irvss Platel slitut e-281N Lee Stn l Suite 312 A d'a, A2214_. t .w.. kr1==1a - Jab ,; Truss Truss Type Oty Ply E6172065 ORDERS. 'VT-01082 VCOM 1 1 - - - Job Reference footiona0 NVR'HOmes;X • 7.250 s Aug 252011MiTek Industries,Inc. Wed Oct 12 13:13:04 2011 Page 1. ID:rXGa1a30j309ppDabrxsOgyUXZR AOnIMkoli1sMEbhYlZeCEWPB2WF VNbw4F5rFbyU9fT . t 3-2-7 I 6-4:13 3-2-7 3-2-7 Scale=1:18 7 3x4= This truss design assumes the use of Southern Pine lumber values 2 that were published in the 2005 NDS and prior to the updated and . „ ,lower vales adopted by ALSC on June 1 2012. This is being done 5 jexphcitly,at the direction of,Frank Avbel,PE,Engineer of Record 4 M1 for the project. to.a0,12 3 aO�yalPw�®awrWailti 'aaea aaaa1. 3x4'O 3x4 - I 6-4-13 I 6-4-13 Plate Offsets'(X,YP (2:0-2-0 Edda] LOADING(pip SPACING 2-0-0 CSI DEFL in (l6c) 1/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1:15 TC 0.29 Vert(LL) n/a -. n/a 999 MT20 197/144 (Roof Snow=30,0) Lumber Increase 1.15 BC 0.60i Vert(TL) n/a -. n/a: 999 TCDL 10.0 S BCLL 0.0 Rep Stress lncr YES WE 0.00. Horz(TL) 0.00 '3 n/a. n/a Code IRC2009ITPI2007 (Matrix) Welght::16 lb FT=5% BCDL -10.0. - LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. , MiTek recommends that Stabilizers and required cross bradng , be installed during truss erection,in accordance with Stabilizer • Installation guide. 'REACTIONS (lb/size) 1=280/64-13 (min.0-1-8),3=280/6-413 (min.0-1-8) Max Horz.1=96(LC 6) Max Uplift1 67(LC 8),3=67(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 14=232/104,2-(1=119/112,.2-5=119/112 3-5=-232/104 B03 CHORD 1-3=36/134 JOINT STRESS INDEX 1=0.22r2=0.06 and 3=0.22 . NOTES (8-9) 1)Wind ASCE 7-05;120mph,TCDL=6 Opsf;•BCDL=6 Opsf;h=25ft;.Cat.:II;.Exp B;enclosed;MWFRS flow-rise)gable end zone and C-C t r -� Extenor(2)zone;cantilever left and right exposed C-C for members and forces 8'MWFRS for reactions shown LumberDOL=1160 �� •r!;�, 2)pCLLgnp D L=1'80 5 T 'v•,•7, plate n DOL=t ) 6;Pf30 0 psi(flat roof snow);Category II,,Exp B;Partially Exp.,Ct=1.1 \:,,,�?` �%` y "3)Unbalanced snow loads have been considered for this design: 4)Gable requires continuous bottom chord bearing. •s ,r2 v r, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 lb uplift at joint 61 and 67,lb uplift at • C ut'(uri!12it`J 1 .joint 3.; - ro. t C 7)This truss is designed in accordance with,the 2009 International.Residential Code sections.R50211.1(and 8802.10.2 and reference3 ` ,OF u T standard ANSUTPI'1. r 8)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0 56 will adjust wind load reaction to a speed of 90 mph(0.69 for (., 7/ s s i t�A.; �� -100 mph and 0.84 for 110 mph):All other coefficients remain.the same as shown. i 4;t` �- 9)SPF No 2 and SYP No 3 can be substituted for.SPF Stud Grade material(Roof trusses only). -,,. iS Vj�QI. u.. LOAD CASES) Standard I7/,r)'! 1. 1 /// AUG 2 3 2012 A WARNING•Verify do gn parameters and READ NOTES ON THIS AND INCLUDED MTTEff REFERENCE PAGE 191 7473 BEFORE USE. EiauiNECFirio ST • Design vOlid for use only With MT ek connectors,Thii design is based only upon parameters shown,and is les on indiWcHal bu Id ng co-rdpohent. AOplicamility of alsup design fpd parameters w brenb incorporation i component s esng to o inityefbuldyguring construction itmss s then Bang shown th for,ectoreA oppon of individual nanant bg of thever AdGturitemposry.Erac g nsuil building destlnnr. r. ee idncesegadinty of fabsct Additional ontrol.storbe,delivery the overall am bro¢g, consul' rlfySfthe bueaty Ontgoer.51 St and gudancegcompo La[oh luHl:r Safdcafoe quarry control.storage,Truss Hate erection and Lee Street consult q,Alesndua VA 22.u14 DSB 89 and SCSI Building component•Safety Inform Hon.available from Truss Plole Institute,281'N Lee St et;SUive 312 Allee andda. A22�I4 "--* ntllde ” Job = Truss Truss Type Oty Ply ' E6172067 ORDERS VT-01084 VCOM 1 1 - - Job Reference(outlonail NVR Homes.X- '7.250s Aug 252011'MRek Industries,Inc..Wed Oct 12 13:13:05 2011 Pagel ID:kl W5ty6vnHVVLHRXLgg0oB9yUXzN eaKg24pJoAt15Cr7v6Li12dkCO2y9cMCDUIbo80yU9fS . 6-4-13 1 .... 12-9-10 I- _ 6-4-13 413-13 813 4x6= Scale=1:36.1 This truss design assumes the use of.Southern Pine lumber values that were,published in-the-2005 NDS and prior to the updated and 3 lower vales adopted by ALSO on June 1,:2012. This is being done P� - explicitly at the direction of Frank Avbel PE,'Engineer of Record for the project. r 1000 12 y 10 m 3x4-I I 3x4.I I 2 J 5 =A w 0 ,Ws ICOVORY70: :M'rES`9110161015a11O0N AaALiS �7eAr67_�'∎7•Ofir'-1 4x6.42 8 7 6 .4x6* .3x4 II 5x6 = 3x4 II 2_e-10 I - 12-9-10 ate ffsets(X Y): 11:0-5-5,Edge1-f 5'.0-1-2 Edbel.17:0-3-0.0-3-01 LOADING(psf) SPACING 2-0-0' CSI DEFL in (loc) I/deft lid PLATES GRIP TOLL 30:0 Plates Increase . 1.15; TC 0 37 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BCC 0.18 Vert(TL) h/a :n/a 999 ' BOLL 10:0 RepStresslnc( YES WS 0.13 Hori(TL) 0.00 5 -n/a n/a. BOLL ,0.0 Code IR02009/TP12007 (Matrix) Weight:41 lb FT=5% 'BCDI :100 - - LUMBER BRACING TOP CHORD. 2 X4 SPF Stud TOP CHORD Structural wood sheathing directly,applied or.6-0-0 oc purlins. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10.0 0 oc bracing. OTHERS 2X4'SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS- (lb/size) 1=99/12-9-10 (min.0.1-14) 5=99/12-9010 (min.0-1-14),7=326/12-9-10 (min.0-1-14),.8=338/12.9710 (min. 0-1-14);6=338/12-0.10.(min.0-1114) Max Horz;l 207(LC 6) Max Uplift1-74(LC 6),5=434(1_C.7),,8-242(LC 8),6 242(LC 9) Max Grav 1=120(LC-7) 5 99(LC 1),7-326(LC'1);.8=382(LC 2),6=362(LC 3) FORCES—(Ib)=Maximum Comprression/Maxlmum Tension `TOP CHORD' 1-2=194/142,2-9=173/129 3-9=-50/146(3-10=-50/138,4-10=-173/121,4-5=-132/60 BOT CHORD 1-8=-09/110„7`6=-49/110,6-7=49/110,5-a--49/110 WEBS 3-7 1 241/32,2-84297/282,4-6=-297/282' JOINT STRESS INDEX I 'fur t DOS 2=0:17 3 089;4=011 5=0.05,6 -012 7=0.27 and 6=0.12 :�"A NOTES (8-9) 1),Wind ASCE 7-05;120mph'TCDL 6 Opsf,BODL 6 Opsf h_25ft;Cat II;Exp B,enclosed;WA/FRS:Clow-rise)gable end zone and C C -!' \5I(;'�t 1 '� Extenor(2)zone;cantilever and nghl exposed C-C for members and forces&MWFRS for reactions shown;Lumber DOC=1 60 ,-ti. a �„C r, Plate grip DOl=1.60 IS 2)TOLL ASCE 7-05;Pf=30 0 psf(flat roof snow);;Category II;'Exp B;'Partially Exp.;'Ct=1:1 -tT Inr - 3)Unbalanced snow loads have been considered for this design. ■ t1}u i‘.4='''1 _ : fr . . '5 ,L T41 2 4)Gable requires been bottom chord 0 0 bearing: 5)This Provide has been designed for a 1P0 0 psf bottom chord live load no pableT aunt with any other live loads.oi I o r t F �/ 6)Provide mechanical connection,(by others)of truss to bearing plate capable of wilhstantling 74'Ib uplift at joint 1',34 lb uplift at taint 5 Py, 1 c`�, C 242 lb.uplift at joint B and 242 lb uplift at Joint 6, : xI n MCP . . 7),This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802.10.2'and referenced �.; r ry Al y/ ``��` standard ANSI/TP!1 -/ ,\2 8)Designs checked.for ASCE 7-05 wind at 120 mph wind reactions x 0 56 will adjust wind load reaction toe speed of 90 mph(0.69 for )/t/ III' '700 mph and 0.84 for 17 0 mph).All other wefftdents remain the same as shown. .�L 9)SPF No.2 and SYP No 3 can be substituted for SPF Stud Grade IPatenal(Roof trusses only). — {rs...__... j-"' 7 LOAD CASE(S) Standard r� /9 Al1G 2 3 2012 A.WARN]bid—.Verify design panznx tens and READ NOTES ON THIS AND INCLUDED/C THI fRE FERENCE PA OE P4/I7473BSPORE USE. B�(dl�_u-RiN Cl Design valid for use only writ MTek cornet Ths design s based only upon parameters shown and s fora individual b ld gc mponent. ApptabiSty of-design parameters and proper incorporation o component sresponsibility of building designer-nth fruss-deOgnet B ng shown k for lateral support of individual web members only>Additional temporary bracing to tnwre sibBtytlnng construction the responslblfty of the, rN.iIL4:Allllbu•: erector.Additional permanent Gating of the overall stn:ct re the responsibility of the bulling desg tor geg dance regarding fabricaion quathy control,storage,delivery, cto nd bracing,consult ANSI/TPI1 Quality Criteria.DSB 89 and SCSI Building Component. BIB Soundsde Road Safety Information available from Truss Pit I titute:281;14 Lee Sires,S uite 312 Alexandra,VA 22314- - ,_..-_,_ BIB so..dieRoa Job Truss Truss Type Oty Pty E6219640 ORDERS VT-01281 VCOM 1 1 Job Reference(Optional NVR Homes,X _ 7.250 s Aug 25 2011 MiTek Industries:Inc. Fd Nov 25 09:22:44 2011 Page 1 ID:Cmbve5KCX pnISCvauS K1vTyUX z5-tekMv57Gi/HaEXDdCA4lepg_Oz82bOV2k71 PUryFI19 I 1-4-0. I 2-8-0 I 1-4-0 1-4-0 3x4 = Scale=1:10.1 2 This truss design assumes the use of Southem Pine lumber values ;; that were published in the 2005 NDS and prior.to the updated and lower vales adopted by ALSC.on June 1,2012. This Is being done 12.00 1z explicitly at the direction of Frank AvbeI,1PE;Engineer of Record ' for the project. 3 SAIIIIL 4_ a _ettii4Snfo'u,.2- .?l4`s:ITI 6i7C..TttUP I.A..-MRFIFI -.. t.7„ 3x4.ri 3x4 N: . I -2-130 1 2.8.0 . Plate Offsets MY); (2:0-7-0 Fdnel LOADING(ps0 SPACING 2-0-0 CSI DEFL in (lac) Udell Ltd PLATES GRIP TCLL '30.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase. 1.15' BC 0.06 Vert(TL) Na - n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Inc/ YES 'WB 0.00 Horz(TL) 0.00 3: Na Na .$PL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 6 lb FT=5% LUMBER BRACING TOP CHORD 2 X4 SPF Stud TOP CHORD Structural wood sheathing direct)/applied or 2-8-0 oc puffins. BOT CHORD 2 X4 SPF Stud BOT CHORD Rigid ceiling directly,applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be instated during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=98/2-6-0 (min.0-1-8),3=98/2-8-0 (min.0-1-8) Max Harz 1=41(LC6) Max Uplift 1=22(LC 8),3=22(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=78/37,2-3==78/37 —BOLCHORD 3a=1A/39 - - JOINT STRESS INDEX 1=0.07,2=0.02 and 3.=0.07 NOTES (8-9) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;•Cat.II;Exp B:enclosed;MWFRS'(low-rise)gable end zone and C-C Extenor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=Y 60 \`0,•• J7 r •"/2,4.. J plate grip DOL 1.60 ' Q j / 2)TCLL:ASCE 7;05;Pf=30 0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 .� ,.� e ,� 3 Unbalanced snow loads have been considered for this design. • L -Z 4)'Gable requires continuous bottom chord bearing. _ _ '' 'st -Q UK 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with-any other live loads. r- :4-- `- 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 lb uplift at joint.Tand 22 lb uplift at . _ joint 3. - 1 N!D ctlHut.LES ` r 7)'This truss is designed in.accordance with the 2009 International Residential Code sections R502.11.1iand R80210.2 and referenced - �' - t OJ .('F' . 4J __ standard ANSI/TPI 1. . 8)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 056 will adjust wind load reaction to a speed of 90 mph(0.69 for 4/..." _tip' 't 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. . 9)SPF No.2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). , 4.`,7r)Ar . ,> >` ' LOAD CASE(S) Standard i AUG 2 3 2012 A WARNING Verify des;gn nywnleters and READ.NO TES ON 77-IISAND INCLUDED MITER REFERENCE PACEM/1-74 73 BEFORE USE. BA E alNsrRINGsy / Design void fa use only with mink connectors This design it based only upon parameters shown and Is for on Individual builvng component Applcabily of design parameters and properncorporatbn of component Is responsibilty of building designer-not buss designer.Bracing shown a for lateral support of individual web members and.AMCtksnal temporary bracing to inure stably during construction e the responsibility of the erector.Addlional permanent brodng o1 the overoi structure is the responsib'sty of the building designer.FIX general guidance regarding A MI lad AMID lb fabrication.quaity control storage.deivery.erection and bracing,consult ANSI//1P11 Qualify Criteria,DSB-89 and SCSI Building Component at a soundiide Road Satey irdormaton,available from Truss Plate institute;281:N:lee.Street_Suite 312 Alxantlia;VA 22314;, „ -- �c: c......—..r?.m, Job I; Truss Truss Type Qty PN E6219842 ORDERS VT-01283 VCOM I 1 Jo&Reference(outionall• NVR'Hemes,X 7:250 s AUg 25 2011 MITek Industries,Inc.,.Fn Nov 2509:22:45 2011 Page 1 ID:AhsHSMY2Ym07?CgTMSWXXeypa7A LgIk6R7uTpPRshopmub6A0DIgMUBK tnBzfnzOHyFi18 I - 4-0-C 1 •60-0 40.0 40.0 • This truss design assumes the use S and pd or to t e lumber values 4x6= Scale=1:28.6 that were,publisned mthe 2005 NDS and:poor tbthe updated and . lower valesadopted by ALSC on,June 1,2012.'This is being done expllcltly at the direction of Frank'Avbel,PE(Engineer of Record for the project. 2 111L� e 5 12.00 12 3 1 AIL NO Alk raw sa.ma 3x4 O 3x4 411 3x4*� 1 8-0-3 8-0-2 LOADING(psf) , - • SPACING 4-0-0 ••CSI DEFL In. (roc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 'TC 0.52 Vert(LL) n/a - - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.20 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep•Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code-IRC2009/TP12007 (Matrix) Weight;25 lb FT=5% _BM 10.0 _ .. LUMBER BRACING TOP'CHORD 2 X 4•SPF'Stud TOP.CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X 4,SPF.Stud MITek recommends•t hat Stabilizers and required cross bracing be installed during truss erection,inaccordance with Stabilizer Installation guide. REACTIONS (Ib/size) '1=223/8-0-0 (min.0-1-8),3=223/8--0-0 (min.0-1-8),4=283/8-0-0 (min.0-1-8) .Max Hori 1=-151(LC 6) Max Uplift[=-88(LC 9),3=-88(LC'9),4=-9(LC'8) FORCES (lb)-Maximum Compression/Maximum Tension • TOP CHORD 1-5=-153/82,2-5=51/95,4-6=-23/78,3-6=153/66 BOT CHORD' 1-4=-41/84,•3 =-41/84 WEBS 24=-192/23 • JOINT STRESS INDEX'. 1=0.18,2=0.07,3=0.16 and 4=0.06 . NOTES' (8-9) 1)Wind:ASCE 7-05;:120mph;TCDL=6.0psf;BCDL=6 0psf h=25ft;Cat-II;ExpB;enclosed;MWFRS(low-rise)gable end zone and C-C `S J °t //!i Exterior(2)zone;cantilever left and right exposed)C LC for members and.forces&MWERS for reactions shown;Lumber DOL=1.60 s Jj 1,1 �/2• e / plate grip DOL t60. �� 1 .. �f�•i 2).,TCLL ASCE 7 O5;Pf=30.0 psf(flat roof snow);Category II;ExpB;Partially Exp.;Ct=1.1 .) r --'".'' 3 Unbalanced snow,loads have been considered for this design. ' u- - (ft ' 4)Gable requires continuous bottom chord bearing. _ - ".� U . .. 5)This truss has been designed fora 10 0 psf bottom chord live load nonconcurrent with any other live loads. °` e 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 88 lb uplift at joint 1,88 lb uplift at joint 3' e IV~ Lt;;e)11 9 1 ; 4 end 9 lb-uplift at joint 4, -„(-t F- to 7),This truss is designed in accordance with the 2009'International Residential Code•sections R502 11:1'and R802:10.2 and referenced standard ANSI/TPI 1. S ,I;j i _ti° 8)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x 0 56 will adjust wind load reaction.to a speed of 90 mph(0.69 for 4C • 100 mph and 0.84 for 110 mph).All other coefficients remain the same as shown. ''' cS t 17.-:";• ;� 9)SPF No.2 and SIP.No.3 can be substituted for SPF Stud Grade.matenal'(Roof trusses only). ry Ui v 1- LOAD CASE(S),Standard � �4/ AUG 2 3 2012 O,WdRMNG Verify'design parameters and READ NO TES ONTNIS 6ND'INCLUDED Jiff TER REFERENCE PACE 79!7473 BEFORE USE. . ra:4NtERIn n::_ Design valid[ use only Miekc nnec Thstl gn 6 based'only upon p el M1 a d si n ind dualb la g component. h 4 F CO Apploalxrty of deign parameters and proem Incorporation-of component''e'respa blN.of building designer no bias desgner.Bracing shown F is for lateral support of individual web members only.Additional temporary M gf s e stability during consf cto the responsbilfy of the CI' nM Mk hIIIII:Ua erector Additional permanent bracing oft a overall slrucf is the responsib ility of the building designer For general guidance regarding fabrication.quality conroL storage;tleivery erection and bracng.consutt ANSIRPI1 Quality Cdt rlo 05189 and SCSI Building Component. 818 Soundsiue Road Safety Inl glom.available from Tess Plate Inst rule,'261 N Le S1 eet,'Suite 312 Al xandria.VA 72314 -- n •- ^„ _ = rM .r e Rod Job t Truss Truss Type Qty Ply E6219844 ORDERS VT-01265 VCOM 1 1 Job Reference(optional) i NVR'Homes.X • - 7.250 s Aug 25201.1MRek Industries;Inc. Fri Nov 25 09:22:46 2011 Pagel' ID:cLH1 H7N4gk9cJfeN2bukX5yUX z2-p1 a6KnBWE6XITgN?Jb6LjElFomn31FKCJVJt WkyFi17 I 69-0 ia-40' eag This truss design,assumes the use of Southern Pine lumber valuese-o that were published in the 2005 NOS and prior to theupdated and 4x5 = Scale=1:45.4 lower vales adoptedby ALSCbn June 1 20121 This is being,done "explicitly at the direction of Frank Avbel PE;',Engineer of Record for the ptoject 3 12.09 iT 9 .'10 3x4 3x4 I 2 4' 5 443 // 4 8 7. 6 x6 O 3x4 II @x6-- 3x4 II 13.4-0 I `1340 - Plate Offsets(X.V): II:O-5=1 Eduel,(5:0-1-9 Edge).f7:D-3-0A--3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL. in (loc) II/deft. lid PLATES GRIP TOLL 00' Plates Increase 1:15' TC 0.37. Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30:0) Lumber Increase 1:15 BC 0.18 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep,Stress!nor YES WB 0.18 Horz(TL) 0.00 5 Na n/a BOLL 0.0 ,Code IP.C2009/TPI2D07 (MaMx) Weight:47 lb FT=5% BCOL 10 D. - LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TCP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2 X'4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2)(4'SPFStud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installationouide. REACTIONS (Ib/size) 1=133/13-4-0 (mina.0-2-0),5=133/13-4-0 (min.:0-2-0),7=297/13-0-0 (min 0 , -2-0);B=350/13-4-0 (min.0-2-0), 6=350/13-4-0 (min.0-2-0) Max Horn 1=261(LC 6) Max Uplift t 94(LC,6) 5=-49(LC 7),e 309(LC )•$ 8 =-309(LC 9) Max Gray 1=169(CC 7) 5 133(LC'1);7 297(CC 1),8=374(LC 2),6=374(LC 3) —FORCES-(1b)-Maximum-Compression/Maximum_Tenaion TOP CHORD 1-2=250/171;2-9=-195/153 3-9=-57/172•.3;10-57/161,4-10=-195/143.4-5=-186/108 BOT CHORD 1-8=-65/152,7-8=-65/152`6-7=65/152(.56=-65/152 { F ,rI i l WEBS 3-7=-214/15;;2-8=-302/345 4-6=-302/344 , '147 `xgTP 2- y/ /x. JOINT STRESS INDEX • v s t . 1 =0D7,2=0.12,3=0.92,4=0.12,5=007,6 0-14;7=0.27.and8=0:14 •NOTES (8-9) 171)Wnd ASCE 705;;120mpn;-.TCDL=6.Dpsf;BCDL=6 0psf h=25ft;Cat II Exp a;enclosed MWFRS(low rise)gable end zone and CC (I rni a5 - E terlor(2)zone;'cantilever.left and right exposed.;C:c for members and forces'&MWFRS for reactions shown;Lumber DOL=1 60 - I plate grip DOL-1.60 ,=a -'.LL _fr; 2)TOLL ASCE 7-05;Pf-30 0 est.(flat roof snow);Category.II;Exp B;Partially Exp.;Ct=1.1 i, •.` 3)Unbalanced snow loads have been considered for this design. sir « •�� 9 4)Gable requires continuous bottom chord bearing. .. � li r� s_ • t 1, 5)This truss has been designed for,a 10 0 psf bottom chord live load nonconcurrent with any other.live loads qr / f}i `„t\\' 6)Provide mechanical connection(by of hers)of t uss to bearing plate capable of withstanding 94'lb uplift at joint"I,49 lb uplift at joint 5; G i ,”1 f t'+It3c 309 lb uplift at joint 8 and 309 lb uplift at joint 6� 7)This truss is designed in accordance with the 2009 Intemational'Residential'Code sections R502 11 11 andR80210.2 and referenced "� standatd ANSIlTPI 7 8)Designs checked for ASCE•7 05 wind at 120 mph wind reactions x 0 56 will adjust wind loadlreaction to a speed of 90 mph•(d89.fo_�� • 100 mph and 0.84 for 110 mph).All other Coefficient s remain the same as shown. 9)SPF No.2 and SYP No 3 can be substituted for SPF Stud Grade material(Rooftrusses only). • LOAD CASE(S) Standard AUG 2 3 2012 A WARNING Verify design peg;snorers and READ NO TES ON MIS AND INCLf1DFDAIITE1 REFERENCE PAGE 11117473 BEFORE:USE. smaa E.n,iiee[Rnc By M1^ ^`� • Design olds use any with tent con ecton This gn'a based o only upon parameters shown, d sfo on nd d ib dng component:. {{C@�99 �.�4{Yi�ii CO Applicability of design parameters-and proper in oroorato of component u re pon o ty of building designer-not truss designer.Bracing shown Is for laterat support of indvidual web members on ry Add tonal temporary booing tonsure stability during construcon a the responsbity of nMT kAnllnii.= erector.AddBronal permanent barmy of the overall structure u the responsibility of the building designer,Fa general guidance regardng :fabrication.quarity control.storage.depvery erection and bracng consult, ANSIp PI1 Quality Crtetla DBB-89 and SCSI Building Component BiO aounds tla Road Pima lost tine 2B1N Lee Street,Suite 312 Alex ndna.'VA 22314 =a....__ Kr ide, f Safety I formation avail ble from truss Job. Truss Truss Type City Ply ' '• E6219846 ORDERS VT-01267 VCOM 1 1(. Job Reference(optional) . NVR Homes,X, - 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Nov 25 09'.22:47 2011 Page 1 ID:4PoDOKMM PKYinmg'fwCcWyLD(20-IDO U)(799?Of95 yetJdaFRICIUAB3o1NRZG44Ay8116 I—. _ 9-4-0 t&¢0' 9-4-0 9-4-0 This truss"design assumes the use of Southem Pine lumber values . that werepublished in the 2005 NDS and pdorto the updated and 4x6= Scale:3/15^=1' lower vales adopted by ALSO on June 1,2012 'This is being done explicitly at the direction of Frank Avbel,,PE Engineer of Record 4 for the project. 1200 ri /13 14 545 // 5E O 5.1 �e 3x4 I 3x4 II IL G 7 adyj �a .�.r.��.e�.�•a.�y�� 4x6 \\ 12 11 10 9 8 '4x6 O 3x4 II 5x6'.= -3x4 II 3x4 II 3x4 I I I Isso 18-8.0 Plate Offsets IX Y): 11:0.5-1,Edcel,13'.0-3-0 0-3-01,f5:0-3-0,0.3-01;f7:0-1-9 Edge).f10i0-3-60-3-01 LOADING(psf) SPACING ,2-0-0 CSI DEFL in j, (Ice) 1/deft L/d PLATES GRIP TCCL 30.0 Plates Increase 115 TO 0.37 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snovr--30.0) Lumber Increase 1:15 BC' 0.17 Vert(TL) Na - n/a 999 TCDL 10.0 RC Stresslncr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code-IRC2009/TP12007 (Matrix) Welght:'82lb FT=5% 13,C121.—1_69. LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 or,SPF No.2 TOP.CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X4SPF Stud' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2X4'SPF Stud WEBS 1 Row atmidpt 4-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer .Installation guide. REACTIONS (1b/size) 1=20/18-8-0 (min:0-2-13),110=287/18-8-0i(min.i0-2-13),'11=402/1878-0 (mm 0-2,13),12=332/18-8-0-(min. 0-2-13),i7=15/18-60 (min.0-2-13),9=403/18-8-0 (min.0-2-13),6=337/18-6-0 (min..0-2-13) Max.Harz 1=-371(LC 6) Max Upliftl=-158(LC'6),11=-348(LC 8),12=-275(LC;8);7=91(LC7),9=-349(LC 9),8 282(LC 9) Mix Giav 1=299(LC B),10=287(LC'1),11=438(LC 2),.12=332(LC 1),7=278(LC 9),9 440(LC 3),^8=337(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD. 1-2=-420/217,2-3=-273/212,3-13=-218/229,:4-13=-87/249,4-14=87/234,5-14=-217/215,.5-6=201/115;8-7=382/123 BOT CHORD 1-12=-89/236;11-12=-89/238,.10-11=82/245;.9-10-82/245,8-9=-79/237,7-8=-79/237 WEBS 4-10=-208/5,.3-11=-356/397,2-12=274/334,5-9=-358/398;'6-8=-280/342 i 1• JOINT STRESS INDEX Vsx CT l (/ix7 1=0132=0.28,3=0.60;4=0.87,5=0.59,6=0.26,7=0:13,8=0.26;9=0.26;10=0.24,11 =0.26 and =0.26 C\ P r i-r?, , `` r NOTES (8-9) t f yyJ• - 1).Wind ASCE 7-05;120mph TCDL=6 0psf BCDL=6 0psf h=25ft;Cat II'ExpB;lenclosed MWFRS(low nse)'gable end zone and C C .\ ti'v 0 � ne; -- Exterlor(2)zo cantilever left and right exposed tC' C for members and.forces&MWFRS for reactions shown;lumber DOL=1 60 plate grip DOL 7!60 _-. l' cm p(tC 12k5 '" 2)TOLL'ASCE 7-05;.P30.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=t1 •10 1 t U . " C 3)Unbalanced snow loads have been considered for.this design.. ST-1I f c t : /44 4)Gable requires continuous bottom chord bearing: `�, 5)Thfs truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. �, (� I ��- �.: 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 lb uplift at joint 1 346 lb uplift at joint ! 1)1� •• '' `(^ 11,275 lb 7)This truss spdes designed 1Z 91 accordance with the 2009 International lResidential Code sectionsnR502.11.1 and R802.102 and referenced /'t!////i i,•i 1V'r1,,`` ' standard ANSI/TPI 1. t 8)Designs checked for ASCE 705 wind at 120 mph,_wind reactions x a56 will adjust wind load reaction to a speed of 90 mph(069 for It ,tA 100 mph and 0 84 for 110 mph) All other coefficients remain the same as shown.. //1 /// 9)SPF No 2 and SYP No.3 can be substituted for SPF:Stud Grade materal.(Roof trusses only). LOAD CASE(S) Standard. AUG Z 3 2012 A�tVARNRIG i Verifj disit paaMet^.a and READ NOTES ON.MIS AND INCLUDED ATTER REFERENCE PAGE M717473 BEFORE USE. Eia.rNEERiiNu nr Design vokl for use only with mirk connectors.This deign is based-only,upon parameters hown and e f 'individual building component. AppGwbfiy of design parameters and proper incorporation of component is responsibility o building designer-not truss designer Bracing shown' REHM Is for lot sue-port of individual web members only Additional te po ry bracing to insure stability during construction u the responsibility at the erector.Additional permanent bracing of the overall srucrures the responsibility at the buildingdesigner For general gu oonce regarding A M'LY A:1111ale ' "fabricator quality control,storage;deevery erection and brodngi consult ANSI/TPll OuaMy CMeda,056.89 and SCSI BullcOng Component 1318 5 dtle ROetl SafeyInformation avail ble from Truss Plot Institute.281 N.Le Street.Suite 312 Alexandria,,VA 22314. -. _ - ..ea„ ds sRss Job . Truss Truss Type Dry Ply • E6174562 ORDERS VT-93134 VCOM 1 1 13-08-00 VALLEY Job Reference(optional) NVR Homes,X - 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 14 11:41:30 2011 Page 1 ID:GGGTd7JOxeN4y5YuB WygROyUYiu-VJ3tDSYtEeBSSI jbYtn0JsW6jwyy693CciLlgyT WpJ I : r. lean - I . 6-10-0 6-10-0 This truss design assumes the use of Southern Pine lumber values 6-,6 = scale=1:38.3 that were published,in the 2005 NDS'and prior to the updated and lower.vales adopted by ALSC on June T,2012. This isbeing done explicitly at the direction of Frank Avbel,PE,Engineer of Record 4 for the project. a 3x4 1 3x4 II 000 12 5 3 ASic 7 1 - Alill 6—r. Y Y I;; r r r rare arnmea •annrase ec a sta eorame ' 5x6 p 12 11 10 9 B 5x6'SS 3x4 I I 3x4 I I 5x6'= 3x4 I I 3x4 I I I 1360 I 13-8-0 Plate Offsets(X.Y): 11:0-3-0 D-2-15127:0=3-0;0-2-151 1100-3-0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1;15 TC 0.12 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=-30.0) Lumber Increase 1.15 BC 0.10 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Inc( YES WB 0.07' Horz(TL) 0.00 7 Na n/a BCLL 0.0 Code IRC2009/7P12007 (Matrix) Weight 53 lb FT=5% Bill 100 LUMBER BRACING TOP CHORD 2 X 4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left 2 X4 SPF Stud,Right:2 X 4SPF Stud Installation guide. - REACTIONS (Ib/size) 7=120/13-8-0 (min.0-2-0),1=120/13-8-0 (min.0-2-0),10=166/13-8-0 (min..0-2-0),11=180/13-8,0 (min. 0-2-0),12=260/13-8-0 (min.0-2-0),9=180/13-8-0 (min.0-2-0),8=260/13-8,0'(min.0-2-0) . Max Horz-1=-221(LC 6) Max Upiift7=7(LC 7),1=-50(LC 6),11=121(LC1e),12-181(LC 8),.9=119(LC 9);8=-181(LC 9) Max Grav7=120(LC 1),1=120(LC 1),10=166(LC 1),11=209(LC 2),12=260(LC 1),8=209(LC 3),8=260(LC•1) —FORCES—(lb)-=Maximum-Compression/Maximum Tension TOP CHORD 1-2=190/132,2-3=-98/118,3-44-97/161,4-5=97/161,5-6=91/62,6-7=-123/65 BOT CHORD 1-12=-46/140,11-12=-46/140,10-11=46/140„9-10=46/148,8-9=46/140,7-8=46/140 WEBS 4-10=-121/0,3-11=-178/149,2-12=-193/192,5-9=-178/148„6-8=193/192 JOINT STRESS INDEX \\\-1 I rllr 1=0101=0.002=0.07,3=007,4=0.21,5 007,6=0.07,7 0.10,7=0.00,8=0.08,9=0.06,10=0.08,11=0.O6and'12=0.08 \ I,./2, :\ STR?y t, NOTES (8-9) `±-' � c'e ii, 1)Wnd ASE : `� ( T j C f E , ...i.,-:- \3E -s q Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber,DOL=1.60 ;`r` 'lee.•O plate grip DOL=1.60 2)TCLL ASCE 7-05;Pf=30.0 psf(Flat roof snow);Category II;Exp.B;Partially Exp.;Ct=1.1 - , _ 3),Unbalanced snow loads have been considered for this design. _ . Pt',0.8094...°R.' • -J 4)Gable requires continuous bottom chord bearing. _ - -:'Ic;;:iF q 5)This truss has been designed for a 1 0 0 psf bottom chord live load nonconcurrent with any other.live loads. 6)'_Provide mechanical connection(by others)”of truss to bearing plate capable of withstanding 7,lb uplift at joint 7,50 lb uplift at joint t1 121 lb uplift at joint 11181lb uplift atjolnt12,119 lb uplift at joint 9 and-1811tiuplift at Joint 8.. •� ;�� 7)This truss is designed in accordance with the 2009 International Residential Code sections R502:11.1 and R802.10.2 and referenced t.---• standard ANSI/TPI 1. -1'.1..:- 8)Designs checked for ASCE 7-05 wind at 120 mph,wind reactions x D.56 will adjust wind load reaction to a speed of.90 mph,(0.69 for ,6 • 100 mph and 0.84 for 110'mph).All other coefficients remain the same as shown. - - +. 11.. / 9)SPF No:2 and SYP No.3 can be substituted for SPF Stud Grade material(Roof trusses only). �1� / y4 LOAD CASE(S) Standard s' AUG 2 3 2012 A WARNING•Ve'i/y design par rniders cad READ N07£S ON 774IS AND INCLUDED MITEK REFERENCE PAGE MIf 7473 BEFORE USE. .EtKdWe[Ri+a er Design rid for use only With MVfek connectors This deigns boned only upon parameters shown,and is lot an individual building component. GYI�fM1Q! 'Appicabillty of design parameters and proper c rporation of component a responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.,Additionai temporary bracing tonsure stabity doling construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer:For general gu dance regard ng •A ldliol',AIIIIIU Io fabrication-ovally control storage,del very.erection and bracing.consult ANSI/fP11 Quaslyp Cdteda,D55-S9 and SCSI Building Component BIB sou rid Id Road .. Safely lydorm. .n ava.able from Tres Plate l.....e,281 N.Lee Street Suite 312.Akxandty.VA 22314. _ e„•6-•„ s„-b-row, Job - Truss Truss Type Qty Ply E6174563 ORDERS VT-93135 VCOM 1 1 19-1015 VALLEY •Job Reference(optional) NVR Homes.X, 7.250 s Aug 25 2011 MITek Industries,Inc. Fri Oct 14 11:41:31 2011 Page 2 • ID:kSgnTKOIFVxeF74kOTvzbyUYt-_WCFQbYV?yGJ4BInBbJLs41 f17GThbOCRG Sul6yT WPI NOTES (9-10) 7p Provide mechanical connection(by others)of,bins to bearing plate capable of withstanding 35 lb uplift at joint 13,102 lb uplift at joint 1,125 lb uplift at joint 19,144 lb uplift at joint 20,.137 lb uplift at joint 21,.137 lb uplift at joint 2Z,122 lb uplift at joint 17,145Ib uplift at Faint 18 137,Iti uplift at joint 15.and 136 lb uplift at joint 14. 8)This truss Is designed In accordance with the 2009 International Residential Code sections R502.11.1 and'.R802:102'and referenced standard'ANSI/TPI 1. 9)Designs checked for ASCE 7-05 wind zt 120 mph wind reactions x 0.58 will adjust wind load reaction to a speed of 90 mph(0.69 for 100 mph and.0.84 for 110 mph).All other coefficients remain the same as shown. 10)SPF No.2 and SYP No 3 car.be subsstituted.for SPF Stud Grade material(Roof trusses only). LOAD CASE(S) Standard • y l:, o •. ii J,VOJrrinO)h5 :.,pr;.•OF • Li/� '. •/e•m ^p.:_•s i ri`7j1,1 ra ,, AUG 2 3 2012 • AEeGiNEERwG BY- Design uYung design ifpconrci , and Rcn n NOTEoONpn omINCLIown, nd isfor REididualbildigo oenBEFORE USE. Appgnvofd of design p rameers connect iceposgnn oacomponeponporo 1 is shown ndbtpran in not Appf aal of aespn parameters and paper Incarporafron of component t h bracing t insure of building doing construction na tion designer: nsi rip shown RICO Is for lateral support ofi dmdual web members ony.Additional temporary bracng toe sure sfabides doingor general the responsbility of the of fabrication.n,Additional ontrol eor bracing de ve . overall andt ra bracing. consult A. of.the building y Cra rl.r.Fa generalCSI guidance g regarding oMilok Ntlli.in:Road Iabtyfnto.gltors ovoDoberrape.CuPery.erebuo 281 N.Lung.compg 12 AIRPI1Qe.V 223---.058.99 antl SCSI BoBAnp COmponeM 81a SOUnkr., em $ably lNermaBen avalbble hom irvu?bfe lnzlifWe�281 N:Lee.Slreet_SUBe 312 Alewntlria.VA T131<. _mows,�� Job Truss Truss Type Dry Ply 4• 9 E6024228 O RDERS VT-93732 VCOM 1 '1 Job Reference(optional) NVR.Hornee,X 7,250 s Mar 23 2011 MiTek Industries,Inc: Wed May,04 10:03:54 2011 Page 1 I0i0Dw1 Xm64YoIt01Aa7dxBrczKHY7-iR7vJ2OGNuagKTAyil e2jkakxwyj 16AeSGIxauzJv4p I 9-5-14 18-11-11 I 9-5-14 9-5-14 This truss design assumes the use of Southern Plne lumbervelues. that wren publishd in the 2005 NDS and prior to the updated and 4a5._ Scale=1:527 lowed values adopted by ALEC on June 1,2012.This is being done 'explicitly at the direction of Frank Avbel,P.E.Engineer of . 'Record for tie project,. a Truss"designedfor wind,loads in the plane of the truss only. For studs exposed.to wind(nor-mkt the face),see t g Standard Industry Gable'End Details as appiicable,or consult qualified building designer as per ANSI/iPl 1. AlL. ,- - 4x9 '6 29 28 27 26 25 24 2322 21 20 19 18 17 18 4x8<> 3x9 = I 1611-11 1611-11 ' Plate Offsets(X Yl: M'0-5-5 Edgel II 5'0-1-2,Edgel LOADING(psf)• SPACING 2-0-0 CSI DEFL in (IOC) !idea Ud PLATES GRIP TCLL 21.5 Plates Increase 1.15 TC 0.13 Vert(LL) nee - Na 999 MT20 197/144 (Ground Snow=30.0) Lumber Increase 1.15 BC 0.06 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress!nor YES WB 0.22 Horz(TL) 0.01 15 n/a n/a• BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight:119 lb FT=5% BCAL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 or. SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 SYP No.3 or SPE No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,.in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=47/18-11-11 (min.0-2-6)„15=47/18-11-11 (min.0-2-6),22=88/18-11-11 (min.072.6),24=108/18-11-11 (min.0-2-6),25=112/18-11-11 (min.0-2-6),26=110/18-11-11 (min.0-2-6)(27=111/18-11-11 (min.0-2-6), 28=110/18-11-11 (min.02-6),29=112/18-11-11 (min.0-2-6),21=108/18-11-11 (min.6:2-6),20=112/18-11-11 (min.0-2-6),19=110/18-11-1T (min.0-2-6),18=111/16-11-11 (min.0-2-8),17=110/18-11-11 (min.0-2-6), 16=112/18-11-11 (min.0-2-6) Max Horz 1=313(LC 7) Max Uplift 1=100(LC 6),15-39(LC 7),24=-55(LC 8),25=-104(LC 8),26=-91(LC 8),27=-92(LC 8),28=-92(LC'8), 29==93(LC-8),21==48(LC1)-20=-106(CC'9),19=91(CC'9)-18=92(LC.9)717=92(LC"9)716==93(LC"9) Max Grav 1=.193(LC.7),15=147(LC 9) 22 203(LC.9),24=141(LC 2),25=120(LC 2),26=110(LC'1),27=111(LC2); 28=111(LC 2),29=112(LC 1),21=141(LC 3),20=120(LC 3),19=110(LC 1),18=111(LC 3),17=111(LC 3), 16-112(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=309/176,2-3=263/172,.3-0=209/165,4-5=156/159,5-6=-103/152,6-30=52/190,7-30=43/195,7-8e.57/222, A r1T 4 8-9e_57/222 9-31=-21/175,10-31=52/170,10-11=47/95,11-12=-61/64,12-13=114170,13-14=-176/77, -�• �/, 14-15=-248/83 :- Cc , ?T.`'.F,sr;••- �P BOT CHORD 1-29=-62/211,28-29=-62/211,27-28=62/211,26-27=62/211,25-26=62/2211,24-25=-62/211,23-24=62/211, =,-- <<' ( Z: ^I- 22-23=-62/211,21-22=-62/211,20-21=62/211,19-20=62/211,18-19=-62/211,17-18=62/211,16-17=62/211, _ [ .- .15-16-62/211 - 1 _Tf,O2a5 i C WEBS 8-22-187/0,7-24=11521;6-25=93/120,5-26=84/107,4-27=-64/108'3 28=-85/110;2-29=81/99,9-21=115/64 ;.�1. - `, / 10-20=93/122, 11-19=84/107,12-18=84/108,13-17=85/110,14-16=81f99 - _ - ,•• JOIN T STRESS INDEX 1 =.0.14,2=0.26,3=0.26,4=0.26,5=0.26,6=0.26,7=0.26,8=0.35,9=0.26,10=0.28,11=0.26,s12=0.26,13=0.26;14 0.262:15.=,0.14,•18 =028 17=026,18 =0.28,19=628,20=026,21 =0.26,22=0.26,23=0.17,24=026,25=0.28,26=026 27;=0.26,28=0.26 and 29=0.26 •07f!/,1•'•J11 , 1,\%••{•:•• NOTES (10-11) f•i 1)Wind:ASCE 7-05;120mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft Cat.,II;Exp B;enclosed;MWFRS(low-dse)gable end zone and C-C Exterior(2)zone;.cantilever left and fight exposed;C-C for members and forces 8 MWFRS for reactions shown;.Lumber DOL=1!60 plate grip DOL-1.60 ./ 2)TCLL ASCE 7-05;Pg=30.0 psf(ground snow);Ps=21.5 psf(roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 d 3)Roof'design snow load has been reduced to account for slope. Continued on page 2 AUG 2 3 2012 A WARNING.-Verify design parameters and READ NOTES ON MIS ARD INCL UDED ABTER REFEREACE PAGE M71 7473 BEFORE USE. x Eix;rNer6irtG ak "_ ...,,...�..... Design valid for(Sze only with Mllek connectors This design's posed only upon pars eters shown and so an Individual buxng component AppicabEty of design parameters and Proper incorporation of component is responsbilty of bulling designer{not truss designer.Bracing shown 1'- is for lateral support of Individual web members only.'Additional temporary bracing to insure stability during construction 6 the responsibety of the [>!i•.a erector.Additional permanent tracing of the overall structure c the responsibnty of the twilling designer.For general guidance regarding A MI1ah Airiitiii fabrication.quality control,storage,delivery,erection and bmdng,consult ANSI/7Rn Quality CaSeda,058.89 and BCSI eulding Component 818 Soundside Road Plate institute,281 N.Lee Street;Suite 312 Afexonbna,VA 22314. - �,,,�.r o 5olety.,_...aeon,available from ivss- .................„-_.- ...- -_.., o.v-.- Job Truss Truss Type Oty Ply t/ a 66024229 ORDERS VT-93733 VCOM 1 1 Job Reference(optional) NVR Homes,X: 7.250 s Mar 232011:Wok Industries,Inc. Wed May 0410:03:562011 Page 1 I D:d8FGeY_2H WUYC W JetYTehzKH If-egFpleSNNVgDarnKLpjg'wp9g33jdxV37xwac2ANzJwi n 136-4 I 1246 I 6-6-4 6-6-4 This truss design assumes the use of Southern Pine lumber values ,_ that publistd in 0162005 NDSandpnor to the updated an d; , 4x6 ° Scale=1'36.6- lower values adopted by ALSO on June 201a This is being done Truss designed for wind loads in the plane of the truss only explicitly ef the direction of Frank Avbel,RE Engineer of For studs exposed to wind(normal to the face);see Record for the project. 5 Stanoard Intlustry Gable End Details as applicable,or consult qualified builtling tlesigner as per ANSI/TPI.1. 4 6 trio 1z J 3 7 r u6 2 B C.1� ! w w w Ill w la 9 '�f' .srflaYri+t'0�01flAia:®tliallailladRO rilliteliretfli 4x6 <2 17 16 15 14 13 12 11 10 4x6 0 3x6= I. 1&68 I 13¢9 PlateOffsets(X Y): f1:0-5-5,Edcel,(9:0-1-2 Edoel LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft' VC PLATES GRIP TCLL 21.5 Plates Increase 1.15 TC 0.09 Vert(LL) n/a - n/a- 999 MT20 197/144 (Ground Snow=30.0) Lumber Increase 1:15 BC 0.08 Vert(TL) n/a - n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress'Incr YES WB 0.06 Horz(TL) 0.00 9 n/a _n/a _ COI-. 100 Code IRC2009/TPI2007 (Matrix) Weight:57 lb FT=5% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3'or SPF No.2 TOP,CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X4 SYP No.3 or SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud -MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 1=85/13-0-8 (min.0-1-9),9=85/13-0-8 (min.0-1-9),13=86/13-0-8 (min.0-1-9),-15=114/13-0-B (min.0-1-9), 16=88/13-0-8 (min.0-1.9),17=178/13.0-8 (min.0-1-9),12=114/13-0-8 (min:0-1-9),11=88/13-0-8 (min. 0-1-9),10=178/13-48 (min.0-1-9) Max Holz,1=211(LC7) Max'Uplift1=48(LC 6),9=8(LC 7),15=-76(LC 8),16=-80(LC 8),17=-147(LC 8),12=-73(LC 9),;11=-82(LC 9),10=-146(LC 9) Max Gray 1=107(LC-7),9=85(LC 1),13=128(LC9),15=127(LC 2),16=88(LC 1),17=178(LC 1),12=127(LC 3),11=88(LC 1)-10=178(EC-1) - FORCES (lb)-Maximum Compression/Maximum Tension. TOP CHORD 1-2=185/123 2-3=-109/107,3-4=-60/108 4-5=-52/153,5 6=-52/153 6-7=-46/90,7.8-53/44;8-9=-126/59 _i .'t.' / BOT CHORD 1-17=-43/139 16-17=43/139 15-16 -43/139,14-15 43/139,13-14. 43/139;'12-13=-43/139,11-12=43/139, \\ti // 1011=43/1399-10=43/139 43/139 \xV\ STRjr /7l/ WEBS 5-13 112/0,4 15=-97/91,3-16=72/10Z 2-17=123/151 6 12=-97/87 7-11=-72/103 6-10=-123/151 v\\1\r�r� - - e /0 c-'.'_- TE,e. in S JOINT STRESS INDEX Al 1 =0062=0.053=0.04,.4=0.04,5=0.10,6=0.04,7=0.04,8=0.05,.9=0.06,10=0.06,1,4=0.04, 12=0.04, 13=0.0214 005115-zJ'04,16=00(and.1 o-036 NOTES (1411) , go00098` ;. cr. ._ 1)Wind ASCE 7-05;120mph 1TCDL=6 0psfj BCDL=6 0psf;h=25fF-0at.II;Exp B;enclosed;'MWFRS(low-rise)gable end zone and C C ,_-F c Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber.DOL=1 60 t� C• plate gripDOL=1.60 2)TCLL ASCE 7-05;P9=300 psf(ground snow);P5=21 5 psf(roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �ti 3)Roof design snow load has been.reduced to account for slope. ! � 4)Unbalanced snow loads have been considered for this design. \x> 5)All plates are 3x4 MT20 unless otherwise indicated i r ) 6)Gable requires continuous bottom chord bearing.. J 7)Thls truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads y 8)Provide mechanical connection(by others)of truss to bearing plate capable of.withstanding 48'lb uplift at joint 1,,8 lb uplift at joint 9, 4f t 76 lb uplift at joint 15 80 lb uplift at joint 16,147 lb uplift at joint 17,73 lb uplift at joint 12,82 lb uplift at joint 111 and 146 lb uplift at / a joint.10. Continued on page 2 AUG 2 3 2012 a.WARMNG•Vtftj design part-meters andREtD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1717473 BEFORE USE. �s�rsoirisiish BY .u......a.....,� Design void ex-use only 54th meek onneotoo This design is boned o N upon parameters shown and is for an lnd Idu I building component. IQmWO--•,. =t r Appicablty of design parameters and proper incorporation of component e responsibility of.building designer no buss designer:Bracing shown WW , *-.� I is for lateral support of Individual web members onyx:Additional temporary bra gto insure stability during construction is the respo sbllity ofnhe - erecfor.'Additional permanent bracng of the overall structures the responsib Ilty of the building designer ror general guidance reg rding' AM!1.k AI61a V_ fabrication,quality control storage)deliver',erection and bracing,consult ANSI/1711 Quality CNtesa,05B-89 antl BCSI Building Component safetytfonne6on available Truss Plate Institute,281 N Lee Street Suite 312 Alexandna,VA2231a _ .. 818soundsde Road . Job Truss Truss,Type Qty Ply ROMDO_VT ER 66333858 '° ORDERS VT-93893 VHIP' 1 1 _ - Job Reference(o i NVR Homes,X _ - - - - 7.250 s Aug 25 2011 MRek Industries,Inc. Thu Mar 15'14:09:31 2012 Page 1 ID:k6MSibagZsGywdV856E17yUB8W acE6X4UDBHJUe7h5F6op 1 ohhidgUFrHsdpyRRzaguY H-0-0 15-4& - . I 26-6-0 I This truss design assumes the use d'Sauthern Pine lumber values 100-0' - 8-4-0 that were published In the 2005 NDS and prior to the updated and lower vales adopted by ALSC on June 1;2012!;This is being"done Scale=1:535 fexplicltly at the direction of Frank Avbel PE Engineer of Record 8 356'00 +.for.the project. . .- 4:- 5 js., 23 Isz, 6 24 7 . ig t. _ . 3x6% -1 _ 12.00 12' 3 Z m 21 22 2 10 1 III 0 11 • ra awa�Swa Taws- :OAa,a'a,nw c09, R ,na,a - 4x6 4. 4x6 19 18 17 16. 15^14 13 12 4x6 3x6 = 3x6= I 26-6-9 I 26-&0 Plate Offsets(X N): 11:0-5-1.Edael 14:0-3-0,Edgel 18:0--3-0 Edoel"11f:0-1-9,Edoe1 LOADING(psf) SPACING 2-0-0 CSI DEFL in Pod) 1/deft LJd PLATES GRIP TOLL 30.0 Plates Increase: .1.15 TC 0.38 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1'.15 BC 0.09 Ver(LL) n/a - n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Mon YES WB 0.89 Haz(TL) 0.01 11 Na n/a' _BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 128 lb FT=5% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP Structural wood sheathing directly applied orb-0-0 oc puffins,except BOT CHORD 2 X 4 SYP No.2 _. .. 2-0:0 oc purlins(6-0-0 max.):4-8. OTHERS 2 X 4'SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0=0 do bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer , Installation guide. REACTIONS (lb/size) 1=12/26-8-0 (min:0-3-15),11=12/26-8-0'(min.0-3-15),16=417/26-8-0 (min.0-3-15),18=329/26-8-0 (min. 0-3-15).19e 390/26$;0 (min 0-3:15),20,=359/26-8-0.(min.0-3-15),14=329/26 8-0 (min:0-3-15), 13=390/26-8-0 (min-0.3-15) 12 ?59/26-8 0l(min.0-3-15) Mai Horz-1=332(LC 6) Max Uplift 1=114(LC,6),11=-76(LC 7),36=-191(LC 6);18=-149(LC 7),19=319(LC 8),20=-315(LC8)„14=-110(LC 6), 137 315(LC 9),12=-317(LC 9) Max'Grav1=334(LC-8),11 319(LC-9) 16=741(LC16)-18=542(CC16)-19=678(CC17)20=617(LC17)-14=542(LC16), 13=678(LC 17),12=617(LC 17) FORCES (lb)-Maximum Compression/Maximum Tension ... TOP CHORD 1-2=452/155 2 21=_451/123 3-21 238/144 3-4=440/188,8-9=440/182,9-22=238/85 10-22 451/64, t\ti- 't t///// 10-11 -430/100 4:5=-169/192 5-23 169/193 2-23=169/193,.6-24 169/193;7-24 1'169/193;7-8=-169/193 \�1\x n STR/k /// SOT CHORD 1.20-60/258 1920 60/258 18-19=:.60/258„17-18=-60/258,16-17 60/258.15-16 60/258,14-15=-60/258, �� 1 f P, 7u• 13-14=-60/258,4213=-60/25&11-1260/258 n I ;� zyy�/J WEBS 6-16=-661/236. .5-16 463/196,'3-19=.-595/367,.2-20 584/381,7-14=-463/158,'.9-1377595/353,10-12=-584/383 ',;;L;) e,;: „ .0 •�_ JOINT STRESS INDEX' ' e 1 0102=0.263=0.26,4:=0.21,5=0.26,6=026,7:=0.26,.8=0.38,9=0.26,.10=0.26,11,=0:10,.12=0.26,.13=0.2614 -026215 01216,=(0$ 1?o04218 - =0.26,19=0.26and20=.0.26 .Z T H,.,r-.c r ; - ' 7,.....; NOTES (11-18) ft::L.,?, //51^...• Wr. 2 `•1)Wind:ASCE 7-0&120mph;TCDL-60psf BCDL=60psf,h=25ftCat.II;Exp 13;enclosed; (low nse).gable end zone and C C ` } �` Extenor(2).'zone;'cantilever left and right exposed;C-C for members and forces&MWFRS for reactions'shown;:Lumber DOL=1.60 i}"^�in F° plate grip,DOL=1.60 -. T,.C'!IV - p !`� 2)TOLL:ASCE 7-05;'Pf=30 0 psf(flat roof snow);Category II;:Exp B,Partially Exp.;Ct=1:1,Lu=50-0.0 ,[f//' : r 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water pontling -,w0 5)All plates are 3x4 MT20 unless otherwise Indicated. '- V�`•'--' / ./ 8)Gable requires continuous bottom chord bearing. bf y/ 7)This.truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 JJgY Continued on page 2 -AUG 2 3 2012. A WARNING•Veifydeagnp rvnmt sandREMDN OTESON71115ANDINCLUDEDMTTE KREFEREA'CEPAGEMI!7473BEFOREUSE.. elwiw[ORlwc,er Design void for use only with NUT k connect This design Is bored only upon pa f shown end for on nd d I building component t . ro Applicability of design parameters and proper incorporation of component is responsibi6ry of building designer not truss designer.Bracing_sho-e;ri 'g', s for lateral support of individual web membes only Additional temporary bracing to insure stability b ng construction is the responsibiffiry of.the Mi I e,, a r 'erector.Aoddial), permanent bracing ofy the overall and bracing, responsibility ul ANspaiii Qu lity designer DS8 to scSI guidance ding regarding mpon - ,,s Fe lvk pull ue i;ablyInforquaFty vollol1roge,Cefvery erection and Lee St consult A,Alexandria,lnpealyvCr.3.14,'aSB-99and BCBI BeOilirip COmponeeA BiBSOUneside Road Safely Information H wo0oble h m Truss Plot Impute,201 N Le Street,Suite 312 . 122314 --.- oa..e me ee ee ... .1 n0' Dg � m - , y D cm 21 ix, D O's. , . 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