31A-143 CS Beam CalcCS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
TurkTed37ForbesAve - Level 8 7-21-14
10:19am
1 of 1
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: CalcB3 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
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: 20.7 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" 30' 8.50" 185 62 Live
Replacement Uniform (PLF) Top 0' 0.00" 30' 8.50" 185 62 Live
Point (LBS) Top 11' 0.50" 3566 1273 Live
Point (LBS) Top 18' 2.50" 3980 1529 Live
1 2 3
12 3 8 18 5 0
30 8 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" 2575# -1106#
2 12' 3.500" Wall N/A N/A 5.061" 19929# --
3 30' 8.500" Wall N/A N/A 1.500" 5073# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 2257# 319#
2 14439# 5491#
3 3717# 1355#
Design spans
12' 0.875" 18' 2.375"
Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design limits maximum unbraced length to 4.00' on the bottom chord
Review gravity uplift reaction force of 1107lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 25006.'# 45294.'# 55% 20.48' Even Spans D+L
Negative Moment 29665.'# 45294.'# 65% 12.29' Total Load D+L
Negative Unbrcd 29665.'# 34762.'# 85% 12.29' Total Load D+L
Shear 9429.# 13965.# 67% 12.3' Total Load D+L
TL Deflection 0.5665" 0.9099" L/385 21.39' Even Spans D+L
LL Deflection 0.4254" 0.6066" L/513 21.39' Even Spans L
Control: Negative Unbrcd
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