36 -244 7D19956SC_B2_3_FFDKeyBeam® 4.600d
kmBeamEngine 4.6026
Materials Database 1418
7D19956SC - B2-3 FFD
KATZ RESIDENCE - LOT 9
SOVEREIGN WAY, NORTHAMPTON, MA
9-11-13
4:35pm
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.
Stephen Carr
Seven D Wholesale
145 Dividend Road
Rocky Hill, CT 06067
(860) 278-7750
Member Data
Description: B1 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: 12.5 PLF
Filename: B1_05
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 7' 0.00" 413 155 Live
Replacement Uniform (PLF) Top 7' 0.00" 11' 0.00" 405 152 Live
Replacement Uniform (PLF) Top 11' 0.00" 22' 10.63" 405 152 Live
Replacement Uniform (PLF) Top 22' 10.63" 22' 11.50" 405 152 Live
1 2 3
11 5 12 11 5 12
22 11 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Steel 5.500" 1.500" 2693# --
2 11' 5.750" Wall Steel 5.500" 2.012" 7921# --
3 22' 11.500" Wall Steel 5.500" 1.500" 2647# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1997# 696#
2 5635# 2286#
3 1965# 682#
Design spans
11' 1.125" 11' 1.125"
Product: 2.0 RigidLam LVL 1-3/4 x 9-1/2 3 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0" oc
NOTE: Nails must be applied from both sides
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 6243.'# 20436.'# 30% 4.82' Odd Spans D+L
Negative Moment 8803.'# 20436.'# 43% 11.48' Total Load D+L
Negative Unbrcd 8803.'# 20436.'# 43% 11.48' Total Load D+L
Shear 3521.# 9476.# 37% 10.92' Total Load D+L
Max. Reaction 7921.# 23133.# 34% 11.48' Total Load D+L
TL Deflection 0.1621" 0.5547" L/821 5.38' Odd Spans D+L
LL Deflection 0.1306" 0.3698" L/999+ 5.38' Odd 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 %