11A-093 1st floor header calcsCS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:09pm
1 of 3
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.
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: 8.4 PLF
Filename: Q:\JazabEd40
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 6' 9.00" 513 251 Snow
1 2
6 9 0
6 9 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" 2566# --
2 6' 9.000" Wall N/A N/A 1.500" 2566# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Snow Dead
1 1706# 861#
2 1706# 861#
Design spans
6' 7.750"
Product: Spruce-Pine-Fir #2 2 x 10 3 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 4264.'# 6807.'# 62% 3.37' Total Load D+S
Shear 1971.# 4308.# 45% 0.06' Total Load D+S
LL Deflection 0.0542" 0.2215" L/999+ 3.37' Total Load S
TL Deflection 0.0816" 0.3323" L/977 3.37' Total Load D+S
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 15 %
This member has been designed in accordance with NDS 2005
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:09pm
2 of 3
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.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB2 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: 8.4 PLF
Filename: Q:\JazabEd40
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 0' 6.50" 392 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 0' 6.50" 271 339 Live
Replacement Uniform (PLF) Top 0' 6.50" 6' 3.00" 392 0 Snow
Replacement Uniform (PLF) Top 0' 6.50" 6' 3.00" 271 339 Live
1 2
6 3 0
6 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" 2595# --
2 6' 3.000" Wall N/A N/A 1.500" 2595# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 834# 1204# 1066#
2 834# 1204# 1066#
Design spans
6' 1.750"
Product: Spruce-Pine-Fir #2 2 x 10 3 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 3986.'# 6807.'# 58% 3.12' Total Load D+0.75(L+S)
Shear 1944.# 4308.# 45% 0.06' Total Load D+0.75(L+S)
LL Deflection 0.0384" 0.2049" L/999+ 3.12' Total Load 0.75(L+S)
TL Deflection 0.0652" 0.3073" L/999+ 3.12' Total Load D+0.75(L+S)
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 15 %
This member has been designed in accordance with NDS 2005
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:09pm
3 of 3
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.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcB3 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: 11.7 PLF
Filename: Q:\JazabEd40
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 16' 3.00" 0 53 Live
Replacement Uniform (PLF) Top 0' 0.00" 16' 3.00" 149 0 Snow
1 2
16 3 0
16 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" 1720# --
2 16' 3.000" Wall N/A N/A 1.500" 1720# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 3# 1200# 521#
2 3# 1200# 521#
Design spans
16' 1.750"
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 6944.'# 24466.'# 28% 8.12' Total Load D+S
Shear 1509.# 9081.# 16% 15.39' Total Load D+S
TL Deflection 0.3336" 0.8073" L/580 8.12' Total Load D+S
LL Deflection 0.2326" 0.5382" L/832 8.12' 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