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I <br />Job <br />Truss <br />Truss Type <br />Oty <br />Ply <br />Fort King Pc <br />H1457601 <br />FCK-F <br />F01 <br />FLOOR <br />1 <br />1 <br />Job Reference (optional) <br />Trussway, Orlando, FL 32824 <br />7.140 s Oct 12009 MiTek <br />Industries, Inc. Tue Aug 1013:55:34 2010 Page 1 <br />0.1-8 <br />H I 2.6 0 <br />r 1-6.0 i�1-3-0 1-3.0 1-3-0 <br />9 <br />le <br />sca� = 1:22.7 <br />1.Sx3 II 3x4 = <br />1.5x3 II 1.5x3 I I 3x3 = <br />3x4 = 1.5x3 II <br />A B <br />C D E <br />F G <br />N <br />EL <br />E <br />0 <br />8 <br />106' <br />K J 3x3 = t <br />3x6 = <br />3x4 = 3x3 = <br />13-6-0 <br />3x6 = <br />Plate Offsets Y ' K0-1-8,Edoel <br />LOADING (psf) <br />SPACING 2-0-0 <br />CSI <br />DEFL in (loc) Vdefl L/d <br />PLATES GRIP <br />TCLL 40.0 <br />Plates Increase 1.00 <br />TC 0.45 <br />Vert(LL) -0.10 I-J >999 360 <br />MT20 244/190 <br />TCDL 17.5 <br />Lumber Increase 1.00 <br />BC 0.59 <br />Vert(TL) -0.18 K-L >906 240 <br />BCLL 0.0 <br />Rep Stress Incr YES <br />WB 0.36 <br />Horz(TL) 0.03 H n/a n/a <br />BCDL 5.0 <br />Code FBC2007/TP12002 <br />(Matrix) <br />Weight: 73 lb <br />LUMBER <br />TOP CHORD 4 X 2 SYP No.2 <br />4) Recommend 2x6 strongbacks, on edge, spaced at <br />BOT CHORD 4 X 2 SYP No.2 <br />10-0-0 oc and fastened to each truss with 3-10d (0.131" <br />WEBS 4 X 2 SYP No.3 <br />X 3") nails. Strongbacks to be attached to walls at their <br />BRACING <br />outer ends or restrained by other means. <br />TOP CHORD <br />5) NOTE: Refer to attach Trussway Notes, Appendices <br />Structural wood sheathing directly applied or 6-0-0 oc <br />and T-1 sheet for more information. <br />purlins, except end verticals. <br />6) NOTE: The seal on this drawing indicates acceptance <br />BOT CHORD <br />of professional engineering responsibility solely for the <br />Rigid ceiling directly applied or 10-0-0 oc bracing. <br />truss component design shown. <br />REACTIONS (lb/size) <br />LOAD CASE(S) <br />L = 82110-1-8 0-3-8 <br />Standard <br />H = 821/0-1-8 0-3-8 <br />FORCES (lb) - Maximum Compression/Maximum Tension <br />TOP CHORD <br />L-M = -118/0 A-M = -118/0 <br />H-N = -118/0 G-N = -118/0 <br />A-B = -5/0 B-C =-1754/0 <br />C-D =-1754/0 D-E =-1754/0 <br />E-F =-1461/0 F-G = -5/0 <br />BOT CHORD <br />K-L = 0/1168 J-K = 0/1754 <br />I-J = 011706 H-1 = 0/1176 <br />WEBS <br />F-H = 58/0 B-L = - <br />/'G <br />0/4 <br />F-I = 0/453 E-I = -389/0389/0 <br />/ <br />B-K = 0/720 E-J =-115/308 <br />a` G <br />C-K = -280/0 D-J = -192/8 <br />NOTES (5-6) <br />1) Unbalanced floor live loads have been considered for <br />James K Meade, P.E. <br />this design. <br />Florida P.E. No. 16015 <br />2) Attach ribbon block to truss with 3-10d nails applied to <br />9411 Alcorn Street <br />flat face. <br />Houston, TX 77093 <br />3) "Fix heels only" Member end fixity model was used in the <br />analysis and design of this truss. <br />August 11120 <br />WARNING - V design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU--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 individual building component. 9411 Alcorn St. <br />Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 77093 <br />is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibility of the 8850 Tru6915977093 <br />9a0ssway Blvd. '''� <br />8850 <br />erector. Addtonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 <br />fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 <br />Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 53719. <br />