31A-143 CS Beam Calc girdersCS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
TurkTed37ForbesAve - Level 8 7-21-14
10:21am
1 of 2
All product names are trademarks of their respective owners
Copyright (C) 2013 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
rk Miles Inc.
21 West St.
West Hatfield Ma.
Job Information
Job Name: 37 Forbes Av Customer Address: Site Address:
Ted Tirk/37 Forbes 37 Forbes Ave
Member Data
Description: CalcG1 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: 10.7 PLF
Filename: Q:\TurkTed37
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.88" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.88" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.88" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.88" 40 13 Live
Point (LBS) Top 1' 1.75" 3880 1291 Live
Point (LBS) Top 12' 3.25" 184 275 Live
1 2
12 5 14
12 5 14
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" 5562# -336#
2 12' 5.875" Wall N/A N/A 1.500" 1646# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 4144# 1418#
2 1045# 600#
Design spans
12' 0.625"
Product: 1-3/4x7-1/4 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 336lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 5377.'# 13068.'# 41% 3.23' Total Load D+L
Negative Moment 1014.'# 13068.'# 7% 6.24' Total Load D+L
Shear 5483.# 7232.# 75% 0.23' Total Load D+L
TL Deflection 0.4128" 0.6026" L/350 5.64' Total Load D+L
LL Deflection 0.3029" 0.4017" L/477 5.64' Total Load L
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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
TurkTed37ForbesAve - Level 8 7-21-14
10:21am
2 of 2
All product names are trademarks of their respective owners
Copyright (C) 2013 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
rk Miles Inc.
21 West St.
West Hatfield Ma.
Job Information
Job Name: 37 Forbes Av Customer Address: Site Address:
Ted Tirk/37 Forbes 37 Forbes Ave
Member Data
Description: CalcG2 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: 10.7 PLF
Filename: Q:\TurkTed37
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.88" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.88" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.88" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 5.88" 40 13 Live
Point (LBS) Top 1' 1.75" 4331 1570 Live
Point (LBS) Top 12' 3.25" 184 275 Live
1 2
12 5 14
12 5 14
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.583" 6235# -336#
2 12' 5.875" Wall N/A N/A 1.500" 1702# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 4560# 1675#
2 1080# 622#
Design spans
12' 0.625"
Product: 1-3/4x7-1/4 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 336lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 5896.'# 13068.'# 45% 2.63' Total Load D+L
Negative Moment 1014.'# 13068.'# 7% 6.24' Total Load D+L
Shear 6156.# 7232.# 85% 0.23' Total Load D+L
TL Deflection 0.4450" 0.6026" L/324 5.64' Total Load D+L
LL Deflection 0.3229" 0.4017" L/447 5.64' Total Load L
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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table