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Job Truss Truss Type Qty Ply Fort King Pc H1457597 FCK-F C10 FLOOR 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 M7ek Industries, Inc. Tue Aug 1013:55:33 2010 Page 1 O Scale = 1:18.4 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II A B 3x3 C D3x3 E F 3x3 — G H I S T L T T T L R Q P O N M L K J 3x3 = 1.54 II 3x3 = 1-4-0 7-8-D 1.5x3 II 3x3 = 1.5x3 II d.0.0 F.d-D 0.8-0 &0.0 3x3 = 1.5x3 II 3x3 = 4d-D 10. ff LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 J n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 60 lb LUMBER TOP CHORD 4 X 2 SYP No.3 WEBS BOT CHORD 4 X 2 SYP No.3 G-L = -159/0 H-K = -125/0 WEBS 4 X 2 SYP No.3 B-P = -3/0 D-N = -0/0 OTHERS 4 X 2 SYP No.3 F-L = 0/0 BRACING TOP CHORD NOTES (7-8) Structural wood sheathing directly applied or 6-0-0 oc 1) Attach ribbon block to truss with 3-10d nails applied to purlins, except end verticals. flat face. BOT CHORD 2) Gable requires continuous bottom chord bearing. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3) Truss to be fully sheathed from one face or securely 6-0-0 oc bracing: M-N,L-M. braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. REACTIONS (lb/size) 5) "Fix heels only" Member end fixity model was used in R = 55/0-1-8 10-0-0 the analysis and design of this truss. J = 3/0-1-8 10-0-0 6) Recommend 2x6 strongbacks, on edge, spaced at Q = 171/0-1-8 10-0-0 10-0-0 oc and fastened to each truss with 3-10d (0.131" P = 168/0-1-8 10-0-0 X 3") nails. Strongbacks to be attached to walls at their 0 = 166/0-1-8 10-0-0 outer ends or restrained by other means. N = 167/0-1-8 10-0-0 7) NOTE: Refer to attach Trussway Notes, Appendices M = 165/0-1-8 10-0-0 and T-1 sheet for more information. L = 173/0-1-8 10-0-0 8) NOTE: The seal on this drawing indicates acceptance K = 136/0-1-8 10-0-0 of professional engineering responsibility solely for the truss component design shown. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD LOAD CASE(S) R-S = -= -50/0 Standard / J-T = -2/0 2/0 I-T I-T = -2/0 A-B = -2/0 B-C = -0/0 C-D = -0/0 D-E = 0/0 E-F = 0/0 F-G = -0/0 G-H = -0/0 H-1 = -0/0 CHORD James K Meade, P.E. Q-R Q-R = 0/2 P-Q = 0/2 O-P = 0/0 N-O = 0/0 Florida P.E. No.16015 M-N = -0/0 L-M = -0/0 9411 Alcorn Street = 0/0 J-K = 0/0 Houston, TX 77093 WE WEBS B-Q = -156/0 C-P = -15310 D-0 = -153/0 E-N = -154/0 F-M = -152/0 August 11,20 WARNDIO - V-1 f)f design parameters o d READ NOTES ON 77IIS AND INCLUDED mrrrI[ REPERENcE PAGE AU 7473 BEFORE USE. Engineering Department 9411 Alcorn St Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77.093 Applicability of design parameters and proper incorporation of component o responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8850OrlaTr, FL 328B4 qqzr fabrication, qualify control. storage, delivery, erection and bracing. consult ANSI/TP11 Quallty Criteria, DSB•89 and BCSN Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719.