CS Beam B CalcCS Beam 2021.5.0.8
kmBeamEngine 2018.9.0.1
Materials Database 1587
D'Amour
272 Old Wilson Rd
7-21-22
1:15pm
1 of 1
All product names are trademarks of their respective owners
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: Beam C Member Type: Beam Application: Floor
1st floor stairwell beam 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: 7.3 PLF
Filename: 18ft 2in sta
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PSF) Top 0' 0.00" 16' 2.00" 6' 6.00" 40 10 Live
1 2 3
5 0 0 11 2 0
16 2 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Steel 3.500" 1.500" 581# -539#
2 5' 0.000" Wall Steel 8.000" 2.444" 3684# --
3 16' 2.000" Wall Steel 5.500" 1.500" 1475# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 574# 7#
2 2882# 801#
3 1159# 316#
Design spans
4' 9.375" 10' 9.375"
Product: Spruce-Pine-Fir (S) #2 2 x 10 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.
Design assumes maximum unbraced length of 0.00' along the bottom chord.
Review gravity uplift reaction force of 539lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3272.'# 5243.'# 62% 11.47' Even Spans D+L
Negative Moment 3637.'# 5243.'# 69% 5' Total Load D+L
Negative Unbrcd 3637.'# 5243.'# 69% 5' Total Load D+L
Shear 1872.# 3746.# 49% 5.01' Total Load D+L
Max. Reaction 3684.# 12060.# 30% 5' Total Load D+L
LL Deflection 0.1429" 0.3594" L/905 10.93' Even Spans L
TL Deflection 0.1803" 0.5391" L/717 10.93' Even Spans D+L
Control: Negative Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 15 %
This member has been designed in accordance with NDS 2012