38D-038 43 Harlow N'hamp Calc SheetKeyBeam® 4.600dkmBeamEngine 4.600y
Materials Database 1415
Goodnow Harlow 46 8-15-13
10:10am
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Copyright (C)1987-2012 by Keymark Enterprises, LLC. 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.
Member Data
Description:Member Type: Beam Application: FloorTop Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 20.7 PLF
Filename: KYB2
Left End: 2.00/12 slope with 10.0000" heel height
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PSF) Top 0' 0.00" 18' 0.00" 12' 0.00" 40 10 SnowAdditional Uniform (PSF) Top 0' 0.00" 18' 0.00" 4' 0.00" 40 10 Live
Additional Uniform (PSF) Top 0' 0.00" 18' 0.00" 6' 0.00" 30 10 Live
1 2
18 2 0
18 2 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) 5.500" 3.336" 7443# --
2 18' 2.000" Wall SPF Plate (425psi) 5.500" 3.336" 7443# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members Live Snow Dead
1 2957# 4175# 2094#
2 2957# 4175# 2094#
Design spans17' 4.750"
Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
Connect members with 3 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 continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 32368.'# 52088.'# 62% 9.08' Total Load D+0.75(L+S)Shear 6444.# 16060.# 40% 16.91' Total Load D+0.75(L+S)
Lt. Bevel/Notch 7380.# 12523.# 58% 0' Total Load D+0.75(L+S)
Max. Reaction 7443.# 12272.# 60% 0' Total Load D+0.75(L+S)TL Deflection 0.7343" 0.8698" L/284 9.08' Total Load D+0.75(L+S)
LL Deflection 0.5278" 0.5799" L/395 9.08' Total Load 0.75(L+S)
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %