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41-057 CS Beam Calc-RidgeviewDevLLC-InFloorBeamA-Lot12-NorthamptonCS Beam 2016.1.1.1 kmBeamEngine 4.13.16.1 Materials Database 1547 RIDGEVIEW DEVELOPMENT LLC LOT 12 RIDGEVIEW ESTATES NORTHAMPTON, MA 4-23-16 1:22pm 1 of 1 All product names are trademarks of their respective owners Copyright (C) 2016 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. Bill Lucas Kelly Fradet Lumber 587 North Main St East Longmeadow, Mass 413-785-1558 Member Data Description: BEAM IN FLOOR Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 8.1 PLF Filename: Beam1 Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Tapered (PLF) Top 0' 0.00" 8' 0.00" 0 0 80 120 Live Replacement Uniform (PLF) Top 8' 0.00" 11' 8.00" 0 120 Live Additional Tapered (PLF) Top 8' 0.00" 11' 8.00" 0 120 0 45 Snow 1 2 11 8 0 11 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP) End-Grain (1000psi) 3.500" 1.500" 615# -- 2 11' 8.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 1.500" 890# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Snow Dead 1 17# 598# 2 157# 733# Design spans 11' 0.750" Product: 2.0 RigidLam LVL 1-3/4 x 9-1/4 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0" oc Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1810.'# 11988.'# 15% 5.75' Total Load D Shear 607.# 5633.# 10% 10.56' Total Load D Max. Reaction 615.# 9188.# 6% 0' Total Load D+S TL Deflection 0.0917" 0.5531" L/999+ 5.75' Total Load D+S LL Deflection 0.0053" 0.3688" L/999+ 6.41' Total Load S Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160%