CS6ft hdr Beam CalcCS Beam 2021.5.0.8
kmBeamEngine 2018.9.0.1
Materials Database 1587
Commings
Westhampton Ma
3- 7-23
2:06pm
1 of 1
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Copyright (C) 2018 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.
Member Data
Description:Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: 0.00
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 60 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 14.1 PLF
Filename: 11ft 6in joi
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PSF) Top 0' 0.00" 3' 0.00" 15' 0.00" 35 25 Snow
Point (LBS) Top 3' 0.00" 5836 5000 Snow
1 2
6 0 0
6 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 2.210" 7543# --
2 6' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.810" 6176# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 46# 4128# 3415#
2 138# 3321# 2854#
Design spans
6' 1.750"
Product: 1-3/4x9-1/4 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
NOTE: Connection schedule for member requires special design consideration, consult a professional engineer.
Minimum 2.21" bearing required at bearing # 1
Minimum 1.81" bearing required at bearing # 2
Design assumes continuous lateral bracing along the top chord.
Design assumes maximum unbraced length of 0.00' along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 18864.'# 23810.'# 79% 3' Total Load D+S
Shear 6839.# 10611.# 64% -0.06' Total Load D+S
TL Deflection 0.1525" 0.3073" L/483 2.99' Total Load D+S
LL Deflection 0.0826" 0.2049" L/893 2.99' Total Load S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %