11A-093 1st floor girder Calcs(1)CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:14pm
1 of 7
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: CalcG1 Member Type: Girder 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:\JazabEd40
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 2' 5.50" 97 24 Live
Replacement Uniform (PLF) Top 2' 5.50" 2' 9.56" 97 24 Live
Replacement Uniform (PLF) Top 2' 9.56" 4' 0.00" 97 24 Live
1 2
4 0 0
4 0 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" 218# --
2 4' 0.000" Girder N/A N/A N/A 218# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 162# 56#
2 162# 56#
Design spans
3' 3.875"
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 181.'# 13958.'# 1% 2.05' Total Load D+L
Shear 114.# 6317.# 1% 0.4' Total Load D+L
TL Deflection 0.0010" 0.1661" L/999+ 2.05' Total Load D+L
LL Deflection 0.0010" 0.1108" L/999+ 2.05' Total Load L
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
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:14pm
2 of 7
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: CalcG2 Member Type: Girder 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:\JazabEd40
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 1' 8.00" 367 259 Snow
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.75" 33 65 Live
Point (LBS) Top 0' 4.63" 0 93 Live
Point (LBS) Top 0' 4.63" 125 31 Live
Point (LBS) Top 0' 4.63" 461 115 Live
Point (LBS) Top 1' 5.75" 3733 1959 Snow
Point (LBS) Top 5' 7.38" 1084 189 Live
1 2
5 11 12
5 11 12
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 2.070" 5673# --
2 5' 11.750" Wall N/A N/A 1.500" 2478# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 810# 3365# 2308#
2 1308# 838# 869#
Design spans
5' 2.750"
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
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 5517.'# 16051.'# 34% 1.48' Total Load D+S
Shear 4869.# 7265.# 67% 0.4' Total Load D+S
TL Deflection 0.0411" 0.2615" L/999+ 2.74' Total Load D+S
LL Deflection 0.0249" 0.1743" L/999+ 2.74' 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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:14pm
3 of 7
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: CalcG3 Member Type: Girder 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: 14.0 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" 11' 11.00" 36 9 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 11.00" 0 57 Live
Replacement Uniform (PLF) Top 0' 0.00" 16' 5.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 16' 5.50" 27 7 Live
Point (LBS) Top 0' 4.63" 0 162 Live
Point (LBS) Top 0' 4.63" 589 0 Snow
Point (LBS) Top 0' 4.63" 438 214 Snow
Point (LBS) Top 0' 4.63" 273 447 Live
Point (LBS) Top 0' 4.63" 1111 731 Snow
Point (LBS) Top 11' 9.25" 189 58 Live
1 2
16 5 8
16 5 8
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" 4635# --
2 16' 5.500" Wall N/A N/A 1.500" 1285# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1005# 2139# 2277#
2 707# 0# 578#
Design spans
15' 8.500"
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
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 5813.'# 21774.'# 26% 8.24' Total Load D+L
Shear 1311.# 9476.# 13% 0.4' Total Load D+L
TL Deflection 0.3436" 0.7854" L/548 8.24' Total Load D+L
LL Deflection 0.1783" 0.5236" L/999+ 8.24' Total Load L
Control: TL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:14pm
4 of 7
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: CalcG4 Member Type: Girder 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: 2.5 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" 1' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 6.00" 27 7 Live
Replacement Uniform (PLF) Top 1' 6.00" 17' 11.50" 27 7 Live
Replacement Uniform (PLF) Top 1' 6.00" 17' 11.50" 27 7 Live
Point (LBS) Top 0' 2.63" 0 121 Live
Point (LBS) Top 0' 2.63" 19 126 Live
Point (LBS) Top 0' 2.75" 33 187 Live
1 2
1 6 0 16 5 8
17 11 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 1' 6.000" Wall N/A N/A 3.500" 1190# --
2 17' 11.500" Wall N/A N/A 1.500" 521# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 569# 621#
2 429# 92#
Design spans
1' 6.000" (left cant) 16' 1.125"
Product: 9-1/2" AJS 20 1 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1960.'# 3395.'# 57% 10.35' Even Spans D+L
Negative Moment 698.'# 3395.'# 20% 1.5' Total Load D+L
Shear 600.# 1160.# 51% 1.5' Total Load D+L
Cant. Shear, Lt 589.# 1160.# 50% 1.49' Total Load D+L
End Reaction 521.# 1175.# 44% 17.96' Even Spans D+L
Int. Reaction 1190.# 2350.# 50% 1.5' Total Load D+L
TL Deflection 0.4161" 0.8047" L/464 9.55' Even Spans D+L
LL Deflection 0.3789" 0.5365" L/509 9.55' Even Spans L
TL Defl., Lt. -0.0970" 0.2000" 2L/370 0' Even Spans D+L
LL Defl., Lt. -0.1035" 0.2000" 2L/347 0' Even Spans L
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Left cantilever allowable shear is for joist only
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:14pm
5 of 7
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: CalcG5 Member Type: Girder 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: 2.5 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' 5.50" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 16' 5.50" 27 7 Live
Replacement Uniform (PLF) Top 16' 5.50" 17' 11.50" 27 7 Live
Replacement Uniform (PLF) Top 16' 5.50" 17' 11.50" 27 7 Live
Point (LBS) Top 0' 4.38" 251 65 Live
Point (LBS) Top 17' 8.75" 33 187 Live
Point (LBS) Top 17' 8.88" 0 121 Live
Point (LBS) Top 17' 8.88" 19 126 Live
1 2
16 5 8 1 6 0
17 11 8
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" 837# --
2 16' 5.500" Wall N/A N/A 3.500" 1190# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 680# 157#
2 569# 621#
Design spans
16' 1.125" 1' 6.000" (right cant)
Product: 9-1/2" AJS 20 1 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1960.'# 3395.'# 57% 7.61' Odd Spans D+L
Negative Moment 698.'# 3395.'# 20% 16.46' Total Load D+L
Shear 599.# 1160.# 51% 16.45' Total Load D+L
Cant. Shear, Rt 590.# 1160.# 50% 16.46' Total Load D+L
End Reaction 521.# 1175.# 44% 0' Odd Spans D+L
Int. Reaction 1190.# 2350.# 50% 16.46' Total Load D+L
TL Deflection 0.4161" 0.8047" L/464 8.41' Odd Spans D+L
LL Deflection 0.3789" 0.5365" L/509 8.41' Odd Spans L
TL Defl., Rt. -0.0970" 0.2000" 2L/370 17.96' Odd Spans D+L
LL Defl., Rt. -0.1035" 0.2000" 2L/347 17.96' Odd Spans L
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Right cantilever allowable shear is for joist only
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
CS Structure™ 2.06.13[Build 1]
kmBeamEngine 4.6.1.0
Materials Database 1492
JazabEd40ChestnutAveLeeds11251 12- 5-14
1:14pm
6 of 7
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: CalcG6 Member Type: Girder 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:\JazabEd40
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 5' 11.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 3.75" 27 7 Live
Replacement Uniform (PLF) Top 5' 11.75" 9' 5.25" 6 1 Live
Replacement Uniform (PLF) Top 9' 5.25" 14' 3.75" 27 7 Live
Replacement Uniform (PLF) Top 11' 3.75" 14' 3.75" 27 7 Live
Point (LBS) Top 0' 4.38" 1381 577 Live
Point (LBS) Top 9' 3.50" 181 71 Live
Point (LBS) Top 13' 11.13" 0 3 Live
Point (LBS) Top 13' 11.13" 0 20 Live
Point (LBS) Top 13' 11.13" 43 0 Snow
Point (LBS) Top 13' 11.13" 76 22 Snow
Point (LBS) Top 13' 11.13" 0 162 Live
1 2
14 3 12
14 3 12
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" 2519# --
2 14' 3.750" Wall N/A N/A 1.500" 839# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1772# 0# 747#
2 442# 119# 398#
Design spans
13' 6.750"
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
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 2127.'# 13958.'# 15% 8.5' Total Load D+L
Shear 573.# 6317.# 9% 13.25' Total Load D+L
TL Deflection 0.1394" 0.6781" L/999+ 7.15' Total Load D+L
LL Deflection 0.0969" 0.4521" L/999+ 7.15' Total Load L
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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table