6950 Vista Lago Lp - Laserfiche WebLink

Browse Search

k Job Truss Truss Type Qty Ply Fort King Pc H1457605 FCK-F F04A FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:35 2010 Page 1 0-1-8 H 243-0 1-3-0 2r =D --1 I 110-8 ' 2-6-0 _" Scale = 1:44.0 44 = 3x6 FP = 2x3 I I 1.54 I 47 = 3x6 FP = 3x7 = 1.54 I I 1.5x3 I 3x4 = 3x3 = 4x4 = US = 26 11 5x7 I I A B C D E F G H I J K L M N JAI r T 1081, -108 AA Z Y X W V U T S R Q P 4x7 = 46 = 3xl0 MT20H FP = 3x5 = 3x4 = 3x3 = 44 = 4x6 = 5x8 = 1.5x3 I I 1.54 SP = 3xl0 MT20H FP = • 44 = 1.54 SP = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.55 U-V >540 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.96 Vert(TL) -1.03 U-V >290 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.02 O n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 136 lb LUMBER TOP CHORD 4 X 2 SYP No.2 *Except* WEBS T2: 4 X 2 SYP SS J-T = 0/969 D-Z =-1344/0 BOT CHORD 4 X 2 SYP No.2 `Except* I-T = -961/0 D-X = 0/972 82: 4 X 2 SYP SS I-U = 0/622 E-X = -97610 WEBS 4 X 2 SYP No.3 H-U = -532/0 E-W = 011283 BRACING H-V =-361/659 F-W = -434/0 TOP CHORD G-V =-244/15 Structural wood sheathing directly applied or 4-8-2 oc purlins, except end verticals. NOTES (8.9) BOT CHORD 1) Unbalanced floor live loads have been considered for Rigid ceiling directly applied or 2-2-0 oc bracing. this design. 2) All plates are MT20 plates unless otherwise indicated. REACTIONS (lb/size) 3) Attach ribbon block to truss with 3-10d nails applied to AA = 1551/0-1-80-3-8 flatface. 0 = 1559/0-1-8 0-3-8 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. FORCES (lb) - Maximum Compression/Maximum Tension 5) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 10-0-0 oc and fastened to each truss with 3-10d (0.131" AA -AB = -120/0 A -AB = -120/0 X 3") nails. Strongbacks to be attached to walls at their O-P = 0/6 A-B = -5/0 outer ends or restrained by other means. B-C =-3296/0 C-D =-3296/0 6) Gap between inside of top chord bearing and first D-E =-4754/0 E-F =-6218/0 diagonal or vertical web shall not exceed 0.500in. F-G =-6218/0 G-H =-6218/0 7) CAUTION, Do not erect truss backwards. H-1 =-5792/0 1-1 =-4796/0 J-K =-3325/0 K-L =-3325/0 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. L-M =-1348/0 M-N =-132410 9) NOTE: The seal on this drawing indicates acceptance N-0 =-1348/0 of professional engineering responsibility solely for the BOT CHORD truss component design shown. ` Z-AA = 0/2412 Y-Z = 0/4142 X-Y = 014142 W-X = 0/5369 LOAD CASE(S) V-W = 0/6218 U-V = 0/6127 Standard T-U = 0/5401 S-T = 0/4185 James K Meade, P.E. R-S = 0/4185 Q-R = 0/2440 Florida P.E. No.16015 P-Q = 0/0 9411 Alcorn Street WEBS Houston, TX 77093 N-Q = -147/0 O-Q = 0/1980 L-Q =-1685/0 B-AA =-2792/0 L-R = 0/1405 J-R =-136610 B-Z = 0/1402 August 11120 1 WARNM - Vert& deaign Parameter. and READ NOTES ON TEIS AND INCLUDED NITER REFERENCE PAGE 8W-7473 BEFORE USE. Engineering Department 9411 Design valid for use only with M7Houston, ek connectors. This design is based only upon parameters shown, and Is for an individual building component. St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houstoon,n, T TX 77093 is for lateral support of individual web members on Additional temporary bracing to insure stability during construction is the responsibility (713) 6916900 ppo y. p ry g ty g ponsibifity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/IPI7 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information ovailable from Truss Plate institute, 583 D'Onofno Drive. Madison. WI 53719.