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41-056 CS Beam Calc-RidgeviewDev-M40Beam2-Lot13-NorthamptonCS Beam 2016.7.0.11 kmBeamEngine 2016.7.0.2 Materials Database 1555 RIDGEVIEW DEVELOPMENT LLC LOT 13 RIDGEVIEW ESTATES NORTHAMPTON, MA 9-21-16 2:17pm 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: M40 BEAM 2 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) 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: 12.5 PLF Filename: Beam1 Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Back 0' 0.00" 12' 0.00" 188 63 Live Additional Uniform (PLF) Top 0' 0.00" 12' 0.00" 0 80 Live Additional Uniform (PLF) Top 0' 0.00" 12' 0.00" 250 94 Snow Point (LBS) Top 2' 0.00" 1869 -379 Snow 1 2 12 0 0 12 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 4.500" 1.500" 4139# -- 2 12' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 1.500" 3423# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1063# 3003# 1089# 2 1063# 1695# 1354# Design spans 11' 3.750" 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 10114.'# 25122.'# 40% 5.96' Total Load D+0.75(L+S) Shear 3696.# 11089.# 33% 0.31' Total Load D+S Max. Reaction 4139.# 17719.# 23% 0' Total Load D+0.75(L+S) TL Deflection 0.3149" 0.5656" L/431 5.96' Total Load D+0.75(L+S) LL Deflection 0.2039" 0.3771" L/665 5.96' Total Load 0.75(L+S) Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 %