36 -244 7D19956SC_B1_3_FFDKeyBeam® 4.600d
kmBeamEngine 4.6026
Materials Database 1418
7D19956SC - B1-3 FFD
KATZ RESIDENCE - LOT 9
SOVEREIGN WAY, NORTHAMPTON, MA
9-11-13
4:33pm
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.
Stephen Carr
Seven D Wholesale
145 Dividend Road
Rocky Hill, CT 06067
(860) 278-7750
Member Data
Description: B6 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: B6_05
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 1' 10.69" 737 277 Live
Replacement Uniform (PLF) Top 1' 10.69" 11' 5.75" 737 277 Live
Replacement Uniform (PLF) Top 11' 5.75" 14' 0.00" 737 277 Live
Replacement Uniform (PLF) Top 14' 0.00" 17' 11.75" 815 305 Live
Replacement Uniform (PLF) Top 17' 11.75" 19' 7.75" 815 305 Live
Replacement Uniform (PLF) Top 19' 7.75" 23' 2.75" 1046 392 Live
Replacement Uniform (PLF) Top 23' 3.75" 26' 11.50" 27 10 Live
Replacement Uniform (PLF) Top 23' 3.75" 26' 11.50" 307 115 Live
Point (LBS) Top 0' 4.63" 4187 2229 Live
Point (LBS) Top 19' 7.75" 3794 2352 Live
Point (LBS) Top 23' 3.75" 2823 1662 Live
Point (LBS) Top 26' 6.88" 0 81 Live
Point (LBS) Top 26' 6.88" 425 213 Live
1 2 3 4 5
7 8 0 7 10 0 7 9 12 3 7 12
26 11 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Steel 5.500" 2.486" 9788# --
2 7' 8.000" Wall Steel 5.500" 2.235" 8801# --
3 15' 6.000" Wall Steel 5.500" 3.236" 12743# --
4 23' 3.750" Wall Steel 5.500" 4.498" 17709# --
5 26' 11.500" Wall Steel 5.500" 1.500" 661# -2449#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 6687# 3101#
2 6641# 2159#
3 9003# 3740#
4 12008# 5701#
5 -1914# -534#
Design spans
7' 3.375" 7' 10.000" 7' 9.750" 3' 3.125"
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.
Review gravity uplift reaction force of 2450lbs at bearing 5 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 12604.'# 20436.'# 61% 19.65' Odd Spans D+L
Negative Moment 11207.'# 20436.'# 54% 23.31' Adjacent 3 D+L
Negative Unbrcd 11207.'# 20436.'# 54% 23.31' Adjacent 3 D+L
KeyBeam® 4.600d
kmBeamEngine 4.6026
Materials Database 1418
7D19956SC - B1-3 FFD
KATZ RESIDENCE - LOT 9
SOVEREIGN WAY, NORTHAMPTON, MA
9-11-13
4:33pm
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.
Stephen Carr
Seven D Wholesale
145 Dividend Road
Rocky Hill, CT 06067
(860) 278-7750
Actual Allowable Capacity Location Loading
Shear 7991.# 9476.# 84% 22.53' Adjacent 3 D+L
Max. Reaction 17709.# 23133.# 76% 23.31' Adjacent 3 D+L
TL Deflection 0.1248" 0.3906" L/751 19.41' Odd Spans D+L
LL Deflection 0.0875" 0.2604" L/999+ 19.41' Odd Spans L
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %