38B-216 Garage Beam calcCS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
BranchKristenFortSt - Level 6 12-11-14
2:32pm
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.
Member Data
Description: CalcB7 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: 26.6 PLF
Filename: Q:\BranchKri
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 7' 9.50" 220 55 Live
Replacement Uniform (PLF) Top 0' 0.00" 22' 8.00" 220 55 Live
Replacement Uniform (PLF) Top 7' 9.50" 17' 10.00" 240 60 Live
Replacement Uniform (PLF) Top 17' 10.00" 22' 8.00" 240 60 Live
Point (LBS) Top 0' 7.13" 0 193 Live
Point (LBS) Top 22' 0.88" 0 180 Live
1 2
22 8 0
22 8 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.652" 6504# --
2 22' 8.000" Wall N/A N/A 1.679" 6611# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 4820# 1683#
2 4916# 1695#
Design spans
21' 5.750"
Product: 1-3/4x18 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 34370.'# 72812.'# 47% 11.33' Total Load D+L
Shear 5528.# 17955.# 30% 21' Total Load D+L
TL Deflection 0.5587" 1.0740" L/461 11.33' Total Load D+L
LL Deflection 0.4270" 0.7160" L/603 11.33' Total Load 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