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Trussway, Orlando, FL 32824 0.1.8 H f1-3-0-I 1 I 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1 F 1--3-8 0-tale = 1:47.0 44 = 34 FP = 1.5x3 11 5)0 = 45 = 3x6 FP = 3x4 = 3x3 = 1.5x3 11 3x3 = 3x3 = 3x4 = 4x4 = 4x5 = 5x6 = 1.5x3 11 AF AE AD AC AB AA Z Y X W V u T S R 4x6 = 5x8 = 3x10 MT20H FP = 3x7 = 3x6 I I 5x6 11 3x6 11 3x6 I 13x7 = 4x4 = 4x5 = 5x6 = 1.5x3 SP = 4x4 = 3x10 MT20H FP = 4x5 = 1.5x3 SP = LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 17.5 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2007fTP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 "Except" T2: 4 X 2 SYP No.1 BOT CHORD 4 X 2 SYP No.1 "Except* B3: 4 X 2 SYP No.2, B2: 4 X 2 SYP DSS WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) AF = 1667/0-1-8 0-3-8 Q = 1667/0-1-8 0-3-8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD AF-AG = -43/0 A -AG = -43/0 Q-AH = -43/0 P-AH = -43/0 A-B = -2/0 B-C =-2545/0 C-D =-4484/0 D-E =-586110 E-F =-5861/0 F-G =-7036/0 G-H =-7557/0 H-1 =-755710 I-J =-7570/0 J-K =-7034/0 K-L =-5861/0 L-M =-5861/0 M-N =-4484/0 N-0 =-2545/0 O-P = -2/0 BOT CHORD AE-AF = 011439 AD-AE = 0/3635 AC -AD = 0/5287 AB -AC = 0/5287 AA -AB = 0/6558 Z-AA = 0/6558 Y-Z = 017396 X-Y = 0l7570 W-X = Of7398 V-W = 0/6558 U-V = 0/6558 T-U = 0/5287 S-T = 0/5287 R-S = 013635 Q-R = 0/1439 WEBS O-Q =-2159/0 CSI DEFL in (loc) I/deft Ud TC 0.82 Vert(LL) -0.57 Y >566 360 BC 0.99 Vert(TL) -1.05 Y-Z >307 240 WB 0.70 Horz(TL) 0.16 Q n/a n/a (Matrix) WEBS B-AF =-2159/0 O-R = 0/1757 B-AE = 0/1757 N-R =-1730/0 C-AE =-1730/0 N-S = 0/1348 C-AD = 0/1349 M-S =-127610 D-AD =-1275/0 M-U = 0/912 D-AB = 0/911 K-U =-1106/0 F-AB =-1107/0 K-W = 01737 F-Z = 01740 J-W = -564/0 G-Z = -558/0 J-X = 0/259 G-Y = 0/242 H-Y = -119/0 I-X = -125/0 I-Y = -18/0 NOTES (5-6) 1) All plates are MT20 plates unless otherwise indicated. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard AH 0 0 Q 4x6 = PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 163 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARNING - VmUj1 design Parameters and BEM NOTES ON TBIS AND INCLUDED MlTEE REPEBENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 on,AlcT 7 Applicability of design parameters and proper incorporation of component is responsibifity of building designer- not truss designer. Bracing shown Houston, 6977093 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway ru 69a0 '�. PPo y p ry 9 N 9 P >Y Orlando, do, FL 32 Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Oriando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TF11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719.