31A-088 1st floor header CalcCS Structure™ 2.10.1 [Build 1]
kmBeamEngine 4.13.4.1
Materials Database 1527
AlperGlenAlperRevised051615 -7- 1-15
11:08am
1 of 2
All product names are trademarks of their respective owners
Copyright (C) 2015 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: CalcB1 Member Type: Beam Application: Floor
Comments:Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
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: 9.4 PLF
Filename: Q:\AlperGlen
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 1' 7.50" 28 54 Snow
Replacement Uniform (PLF) Top 7' 9.50" 9' 7.00" 28 54 Snow
Point (LBS) Top 1' 7.50" 5 765 Live
Point (LBS) Top 1' 7.50" 1891 0 Snow
Point (LBS) Top 7' 9.50" 5 765 Live
Point (LBS) Top 7' 9.50" 1891 0 Snow
1 2
9 7 0
9 7 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 2880# --
2 9' 7.000" Wall N/A N/A 1.500" 2795# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 5# 1969# 910#
2 5# 1906# 889#
Design spans
9' 5.750"
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
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 4723.# 16051.# 29% 7.79' Total Load D+S
Shear 2807.# 7265.# 38% 0.06' Total Load D+S
TL Deflection 0.1714" 0.4740" L/663 4.79' Total Load D+S
LL Deflection 0.1180" 0.3160" L/963 4.79' Total Load S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
CS Structure™ 2.10.1 [Build 1]
kmBeamEngine 4.13.4.1
Materials Database 1527
AlperGlenAlperRevised051615 -7- 1-15
11:08am
2 of 2
All product names are trademarks of their respective owners
Copyright (C) 2015 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: CalcB5 Member Type: Beam Application: Roof
Comments:Top Lateral Bracing: Continuous Slope: 0.00 / 12
Bottom Lateral Bracing: Continuous
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: 6.8 PLF
Filename: Q:\AlperGlen
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 8' 3.00" 36 10 Live
1 2
8 3 0
8 3 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 215# --
2 8' 3.000" Wall N/A N/A 1.500" 215# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 146# 69#
2 146# 69#
Design spans
8' 1.750"
Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS
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 438.# 4614.# 9% 4.13' Total Load D+L
Shear 166.# 3038.# 5% 7.38' Total Load D+L
LL Deflection 0.0071" 0.2715" L/999+ 4.13' Total Load L
TL Deflection 0.0105" 0.4073" L/999+ 4.13' Total Load D+L
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005