CS 1st floor girder CalcCS Structure™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
Keiter54EmersonWay - Level 6 1-27-21
3:40pm
1 of 2
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: CalcG9 Member Type: Girder Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.1 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 1' 3.75" 78 24 Snow
Replacement Uniform (PLF) Top 0' 0.00" 8' 3.25" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 4.50" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 8' 4.50" 9 2 Live
Replacement Uniform (PLF) Top 0' 0.00" 22' 6.25" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 27' 7.50" 0 57 Live
Replacement Uniform (PLF) Top 1' 3.75" 12' 4.25" 47 15 Snow
Replacement Uniform (PLF) Top 8' 3.25" 27' 7.50" 27 7 Live
Replacement Uniform (PLF) Top 8' 3.88" 12' 4.25" 25 7 Snow
Replacement Uniform (PLF) Top 8' 4.50" 12' 4.25" 27 7 Live
Replacement Uniform (PLF) Top 8' 4.50" 22' 6.25" 27 7 Live
Replacement Uniform (PLF) Top 12' 4.25" 27' 7.50" 27 7 Live
Replacement Uniform (PLF) Top 22' 6.25" 26' 9.50" 83 83 Live
Point (LBS) Top 5' 8.25" 0 122 Live
Point (LBS) Top 5' 8.25" 945 392 Live
Point (LBS) Top 8' 3.88" 14 2012 Live
Point (LBS) Top 8' 3.88" 4923 0 Snow
Point (LBS) Top 8' 6.25" 450 139 Live
Point (LBS) Top 8' 6.25" 446 165 Live
Point (LBS) Top 22' 6.25" 953 1799 Live
Point (LBS) Top 22' 6.25" 2916 0 Snow
Point (LBS) Top 27' 2.88" 213 53 Live
Point (LBS) Top 27' 2.88" 187 382 Snow
1 2 3 4
5 8 4 16 10 0 5 1 4
27 7 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" -- -2240#
2 5' 8.250" Wall N/A N/A 3.061" 12051# --
3 22' 6.250" Wall N/A N/A 2.329" 9170# --
4 27' 7.500" Wall N/A N/A 1.500" 612# -416#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 -620# -1396# -726#
2 3367# 6297# 4803#
3 2850# 4038# 4004#
4 -334# -361# 106#
Design spans
5' 3.625" 16' 10.000" 4' 8.625"
CS Structure™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
Keiter54EmersonWay - Level 6 1-27-21
3:40pm
2 of 2
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.
Product: 1-3/4x11-1/4 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 2240lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 416lbs at bearing 4 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 7229.'# 34462.'# 20% 10.74' Even Spans D+0.75(L+S)
Negative Moment 13490.'# 34462.'# 39% 5.69' Adjacent 1 D+0.75(L+S)
Shear 7617.# 12905.# 59% 5.7' Total Load D+S
TL Deflection 0.2169" 0.8417" L/931 13.26' Even Spans D+0.75(L+S)
LL Deflection 0.1271" 0.5611" L/999+ 12.42' Even Spans 0.75(L+S)
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives