48 -029 CS Beam Calc-RidgeviewDev-FloorBeam1-Lot6-RidgeviewEstates-NorthamptonCS Beam 2016.11.3.1
kmBeamEngine 2016.9.0.3
Materials Database 1558
RIDGEVIEW DEVELOPMENT LLC
LOT 6 RIDGEVIEW ESTATES
NORTHAMPTON, MA
4- 5-17
10:09am
1 of 2
All product names are trademarks of their respective owners
Copyright (C) 2016 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.
Bill Lucas
Kelly Fradet Lumber
587 North Main St
East Longmeadow, Mass
413-785-1558
Member Data
Description: BEAM 1 Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL
Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 15.6 PLF
Filename: Beam1
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 54' 11.00" 640 240 Live
Point (LBS) Top 11' 7.50" 3928 1524 Live
Point (LBS) Top 15' 3.50" 3796 1404 Live
Point (LBS) Top 26' 3.50" 1512 821 Live
Point (LBS) Top 26' 3.50" 2336 1159 Live
Point (LBS) Top 42' 9.31" 6239 3406 Live
1 2 3 4 5 6 7
9 4 8 9 1 0 9 0 0 9 0 0 9 1 0 9 4 8
54 11 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Concrete/Masonry 3.500" 1.500" 3394# -29#
2 9' 4.500" Wall Steel 8.000" 4.127" 16249# --
3 18' 5.500" Wall Steel 8.000" 3.942" 15521# --
4 27' 5.500" Wall Steel 8.000" 3.620" 14255# --
5 36' 5.500" Wall Steel 8.000" 3.166" 12466# --
6 45' 6.500" Wall Steel 8.000" 4.448" 17512# --
7 54' 11.000" Wall Concrete/Masonry 3.500" 1.500" 3287# -121#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 2640# 754#
2 11862# 4387#
3 11444# 4077#
4 10602# 3653#
5 9132# 3334#
6 12141# 5371#
7 2624# 663#
Design spans
9' 1.875" 9' 1.000" 9' 0.000" 9' 0.000" 9' 1.000" 9' 1.875"
Product: 2.0 RigidLam LVL 1-3/4 x 11-7/8 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.
Design assumes no lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 15772.'# 33194.'# 47% 42.78' Odd Spans D+L
Negative Moment 15445.'# 33194.'# 46% 45.54' Adjacent 5 D+L
Negative Unbrcd 11836.'# 13762.'# 86% 45.54' Odd Spans D+L
Shear 10839.# 12053.# 89% 44.63' Adjacent 5 D+L
CS Beam 2016.11.3.1
kmBeamEngine 2016.9.0.3
Materials Database 1558
RIDGEVIEW DEVELOPMENT LLC
LOT 6 RIDGEVIEW ESTATES
NORTHAMPTON, MA
4- 5-17
10:09am
2 of 2
All product names are trademarks of their respective owners
Copyright (C) 2016 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.
Bill Lucas
Kelly Fradet Lumber
587 North Main St
East Longmeadow, Mass
413-785-1558
Actual Allowable Capacity Location Loading
Max. Reaction 17512.# 31500.# 55% 45.54' Adjacent 5 D+L
TL Deflection 0.1174" 0.4542" L/928 41.45' Odd Spans D+L
LL Deflection 0.0938" 0.3028" L/999+ 13.92' Even Spans L
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %