41-056 CS Beam Calc-RidgeviewDev-M40Beam1-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
2:11pm
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 1 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) Front 0' 0.00" 13' 0.00" 188 63 Live
Additional Uniform (PLF) Top 0' 0.00" 13' 0.00" 0 80 Live
Additional Uniform (PLF) Top 0' 0.00" 13' 0.00" 250 94 Snow
Point (LBS) Top 3' 0.00" 1821 -369 Snow
1 2
13 0 0
13 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" 4337# --
2 13' 0.000" Wall SPF #1/#2 2x or 4x End-Grain (1150psi) 5.500" 1.500" 3777# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1157# 2961# 1248#
2 1157# 1938# 1455#
Design spans
12' 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 12322.'# 25122.'# 49% 5.84' Total Load D+0.75(L+S)
Shear 3879.# 11089.# 34% 0.31' Total Load D+0.75(L+S)
Max. Reaction 4337.# 17719.# 24% 0' Total Load D+0.75(L+S)
TL Deflection 0.4533" 0.6156" L/325 6.46' Total Load D+0.75(L+S)
LL Deflection 0.3017" 0.4104" L/489 6.46' 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 %