10D-019 Structural Ridge CalcsCS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
1:50pm
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: CalcG1 Member Type: Girder 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: 11.7 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 9.50" 1 91 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 9.50" 1 91 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 9.50" 262 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 12' 9.50" 262 0 Snow
1 2
12 9 8
12 9 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 2.921" 4345# --
2 12' 9.500" Girder SPF Plate (425psi) N/A N/A 4345# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 9# 3176# 1168#
2 9# 3176# 1168#
Design spans
12' 1.375"
Product: 1-3/4x11-7/8 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 13159.# 24466.# 53% 6.44' Total Load D+S
Shear 3635.# 9081.# 40% 11.89' Total Load D+S
TL Deflection 0.3559" 0.6057" L/408 6.44' Total Load D+S
LL Deflection 0.2602" 0.4038" L/558 6.44' Total Load S
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
1:50pm
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: CalcG2 Member Type: Girder 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: 11.7 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.50" 0 55 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.50" 0 55 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.50" 161 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 10' 3.50" 161 0 Snow
1 2
10 3 8
10 3 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 2135# --
2 10' 3.500" Girder SPF Plate (425psi) N/A N/A 2135# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 4# 1547# 587#
2 4# 1547# 587#
Design spans
9' 7.375"
Product: 1-3/4x11-7/8 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 5131.# 24466.# 20% 5.19' Total Load D+S
Shear 1695.# 9081.# 18% 0.4' Total Load D+S
TL Deflection 0.0874" 0.4807" L/999+ 5.19' Total Load D+S
LL Deflection 0.0634" 0.3205" L/999+ 5.19' Total Load S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.