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36 -244 7D19956SC_B2_3_FFDKeyBeam® 4.600d kmBeamEngine 4.6026 Materials Database 1418 7D19956SC - B2-3 FFD KATZ RESIDENCE - LOT 9 SOVEREIGN WAY, NORTHAMPTON, MA 9-11-13 4:35pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2013 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED. **Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Stephen Carr Seven D Wholesale 145 Dividend Road Rocky Hill, CT 06067 (860) 278-7750 Member Data Description: B1 Member Type: Beam Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.5 PLF Filename: B1_05 Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 7' 0.00" 413 155 Live Replacement Uniform (PLF) Top 7' 0.00" 11' 0.00" 405 152 Live Replacement Uniform (PLF) Top 11' 0.00" 22' 10.63" 405 152 Live Replacement Uniform (PLF) Top 22' 10.63" 22' 11.50" 405 152 Live 1 2 3 11 5 12 11 5 12 22 11 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel 5.500" 1.500" 2693# -- 2 11' 5.750" Wall Steel 5.500" 2.012" 7921# -- 3 22' 11.500" Wall Steel 5.500" 1.500" 2647# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 1997# 696# 2 5635# 2286# 3 1965# 682# Design spans 11' 1.125" 11' 1.125" Product: 2.0 RigidLam LVL 1-3/4 x 9-1/2 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0" oc NOTE: Nails must be applied from both sides Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6243.'# 20436.'# 30% 4.82' Odd Spans D+L Negative Moment 8803.'# 20436.'# 43% 11.48' Total Load D+L Negative Unbrcd 8803.'# 20436.'# 43% 11.48' Total Load D+L Shear 3521.# 9476.# 37% 10.92' Total Load D+L Max. Reaction 7921.# 23133.# 34% 11.48' Total Load D+L TL Deflection 0.1621" 0.5547" L/821 5.38' Odd Spans D+L LL Deflection 0.1306" 0.3698" L/999+ 5.38' Odd Spans L Control: Negative Unbrcd DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 %