31A-143 CS Beam Calc 3rd floor beamCS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
TurkTed37ForbesAve - Level 10 7-21-14
10:22am
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: CalcB1 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: 14.0 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" 148 57 Live
Replacement Uniform (PLF) Top 0' 0.00" 30' 8.50" 181 67 Live
1 2 3 4
11 0 8 7 2 0 12 6 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" 2211# --
2 11' 0.500" Wall N/A N/A 1.500" 5091# --
3 18' 2.500" Wall N/A N/A 1.500" 5812# --
4 30' 8.500" Wall N/A N/A 1.500" 2440# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1580# 631#
2 3816# 1276#
3 4261# 1551#
4 1737# 702#
Design spans
10' 9.875" 7' 2.000" 12' 3.375"
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 6351.'# 21774.'# 29% 24.96' Odd Spans D+L
Negative Moment 6459.'# 21774.'# 29% 18.21' Adjacent 2 D+L
Negative Unbrcd 6459.'# 21774.'# 29% 18.21' Adjacent 2 D+L
Shear 3024.# 9476.# 31% 18.22' Adjacent 2 D+L
TL Deflection 0.2056" 0.6141" L/716 24.96' Odd Spans D+L
LL Deflection 0.1491" 0.4094" L/988 24.96' Odd Spans L
Control: LL Deflection
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