24D-183 CS 13ft 2in Beam option CalcCS Beam 2016.4.0.5
kmBeamEngine 4.13.19.1
Materials Database 1548
Schwartz
Haydenville
6- 7-16
4:14pm
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.
Doug Hodgins
r k Miles Inc.
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: 40 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 12.0 PLF
Filename: 13 ft 2 in B
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PSF) Top 0' 0.00" 13' 2.25" 5' 10.00" 40 10 Live
1 2
13 2 4
13 2 4
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 2024# --
2 13' 2.250" Wall SPF Plate (425psi) N/A 1.500" 2024# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1556# 469#
2 1556# 469#
Design spans
13' 4.000"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0" oc
Minimum 1.50" bearing required at bearing # 1
Minimum 1.50" 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 6748.'# 21275.'# 31% 6.59' Total Load D+L
Shear 1724.# 7897.# 21% 12.59' Total Load D+L
TL Deflection 0.2211" 0.6667" L/723 6.59' Total Load D+L
LL Deflection 0.1699" 0.4444" L/941 6.59' Total Load L
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%