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Job <br />Truss <br />Truss Type <br />Oty <br />Ply <br />Fort King Pc <br />H1457602 <br />FCK-F <br />F02 <br />FLOOR <br />1 <br />1 <br />Job Reference (optional) <br />Trussway, Orlando, FL 32824 <br />7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:34 2010 Page 1 <br />0.1-8 <br />H1 <br />a^ <br />a <br />Sra <br />e = 1:41.3 <br />3x4 = <br />3x6 FP = <br />1.54 11 5x5 = <br />4x4 = 16 FP = <br />3x3 = 3x3 = 3x3 = 3x3 = 3x4 = <br />44 = 5x5 = 1.54 I I <br />A B <br />C D E <br />F G H I J K <br />L M N <br />AC <br />AD a <br />B <br />1 m <br />AS <br />AA Z Y X <br />W V IJ T S R <br />O P O <br />47 = <br />3x10 MT20H FP = 3x4 = 3x3 = 1.54 I I 3x3 = 3x4 = 4x4 = 5x5 = 47 = <br />5x5 = 4x4 = <br />1.54 I I <br />24.2-B <br />3x10 MT20H FP = <br />r <br />Plate24-2.8 <br />t Y <br />A :0 - <br />LOADING (psf) <br />SPACING 2-0-0 <br />CSI <br />DEFL in (loc) I/defl Ud <br />PLATES GRIP <br />TCLL 40.0 <br />Plates Increase 1.00 <br />TC 0.78 <br />Vert(LL) -0.42 U-V >690 360 <br />MT20 244/190 <br />TCDL 17.5 <br />Lumber Increase 1.00 <br />BC 0.71 <br />Vert(TL) -0.77 U-V >374 240 <br />MT20H 187/143 <br />BCLL 0.0 <br />Rep Stress Incr YES <br />WB 0.61 <br />Horz(TL) 0.14 O n/a n/a <br />BCDL 5.0 <br />Code FBC2007/TPI2002 <br />(Matrix) <br />Weight: 134 lb <br />LUMBER <br />TOP CHORD 4 X 2 SYP <br />No.2 <br />WEBS <br />BOT CHORD 4 X 2 SYP <br />No.2 `Except' <br />C-Y = 0/1112 J-R =-1082/0 <br />B2: 4 X <br />2 SYP SS <br />E-Y =-1082/0 J-S = 0/721 <br />WEBS 4 X 2 SYP <br />No.3 <br />E-X = 0/721 I-S = -688/0 <br />BRACING <br />F-X = -888/0 I-T = -4/473 <br />TOP CHORD <br />F-W = -4/473 H-T =-567/143 <br />Structural wood sheathing directly applied or 4-0-12 oc <br />G-W =-5671143 G-V =-227/245 <br />purlins, except end verticals. <br />H-U =-2271245 <br />BOTCHORD <br />Rigid ceiling directly applied or 10-0-0 oc bracing. <br />NOTES (7-8) <br />1) Unbalanced floor live loads have been considered for <br />REACTIONS (lb/size) <br />this design. <br />O = <br />1490/0-1-8 0-3-8 <br />2) All plates are MT20 plates unless otherwise indicated. <br />AS = <br />1490/0-1-8 0-3-8 <br />3) Attach ribbon block to truss with 3-10d nails applied to <br />flat face. <br />FORCES (lb) - Maximum Compression/Maximum Tension <br />4) Bearing atjoint(s) O, AS considers parallel to grain <br />TOP CHORD <br />value using ANSIlT'PI 1 angle to grain formula. Building <br />AB -AC = -43/0 <br />A -AC = -43/0 <br />designer should verify capacity of bearing surface. <br />O-AD = -43/0 <br />WAD = -43/0 <br />5) "Fix heels only" Member and fixity model was used in <br />A-B = -2/0 <br />B-C =-2246/0 <br />the analysis and design of this truss. <br />C-D =-3887/0 <br />D-E =-3887/0 <br />6) Recommend 2x6 strongbacks, on edge, spaced at <br />E-F =-5023/0 <br />F-G =-5642/0 <br />10-0-0 oc and fastened to each truss with 3-10d (0.131" <br />G-H =-581910 <br />H-1 =-5642/0 <br />X 3") nails. Strongbacks to be attached to walls at their <br />I-J =-5023/0 <br />J-K =-3887/0 <br />outer ends or restrained by other means. <br />K-L =-3887/0 <br />L-M =-2246/0 <br />7) NOTE: Refer to attach TrNotes, Appendices <br />M-N = -2/0 <br />and T-1 sheet for more information. <br />BOT CHORD <br />8) NOTE: The seal on this drawing indicates acceptance <br />AA -AB = 0/1282 <br />Z-AA = 0/3187 <br />of professional engineering responsibility solely for the <br />Y-Z = 0/3187 <br />X-Y = 0/4569 <br />truss component design shown. <br />W-X = 015456 <br />V-W = 0/5819 <br />U-V = 0/5819 <br />T-U = 0/5819 <br />LOAD CASE(S) <br />S-T = 015456 <br />R-S = 0/4569 <br />Standard <br />James K Meade, P.E. <br />O-R = 0/3187 <br />P-O = 0/3187 <br />Florida P.E. No.16015 <br />O-P = 0/1282 <br />9411 Alcorn Street <br />WEBS <br />Houston, TX 77093 <br />M-0 =-1923/0 <br />B-AB =-1923/0 <br />M-P = 0/1531 <br />B-AA = 0/1531 <br />L-P =-149410 <br />C-AA =-1494/0 <br />L-R = 011112 <br />August 11120 <br />WARNING - Verb design parameters and READ NOTES ON TAUS AND DICLUDED JOTEE REFERENCE PAGE DID 7473 BEFORE USE. Engineering Department <br />Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an indvidual building component. Houston, <br />ton,AlcT Sl. <br />Applicability of design parameters and proper incorporation of component is respo uibllity of building designer- not truss designer. Bracing shown Houston, 6977093 <br />is for lateral support of individual web members on Additional temporary bracing to insure stability during construction's the responsibility of the 8850 881 8800 <br />PPo N Paary 9 4Y 9 Po iY Oria Trusses 2 Blvd. <br />erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 <br />qmpmmmmw <br />fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 <br />Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. <br />