10D-019 2nd floor girder CalcsCS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
1:59pm
1 of 7
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: 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: 10.2 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' 1.00" 69 17 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 1.00" 223 56 Live
1 2
10 1 0
10 1 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 1748# --
2 10' 1.000" Wall SPF Plate (425psi) N/A 1.500" 1748# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1361# 388#
2 1361# 388#
Design spans
9' 3.875"
Product: Spruce-Pine-Fir #2 2 x 12 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 4075.# 7960.# 51% 5.24' Total Load D+L
Shear 1397.# 4556.# 30% 0.59' Total Load D+L
LL Deflection 0.0664" 0.3108" L/999+ 5.24' Total Load L
TL Deflection 0.0853" 0.4661" L/999+ 5.24' Total Load D+L
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
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
1:59pm
2 of 7
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: 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: 10.2 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' 1.00" 69 17 Live
Replacement Uniform (PLF) Top 0' 0.00" 10' 1.00" 310 77 Live
1 2
10 1 0
10 1 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 2253# --
2 10' 1.000" Wall SPF Plate (425psi) N/A 1.500" 2253# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1765# 489#
2 1765# 489#
Design spans
9' 3.875"
Product: Spruce-Pine-Fir #2 2 x 12 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 5252.# 7960.# 65% 5.24' Total Load D+L
Shear 1800.# 4556.# 39% 0.59' Total Load D+L
LL Deflection 0.0861" 0.3108" L/999+ 5.24' Total Load L
TL Deflection 0.1099" 0.4661" L/999+ 5.24' Total Load D+L
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
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
1:59pm
3 of 7
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: 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: 6.8 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" 6' 10.00" 52 17 Live
Replacement Uniform (PLF) Top 0' 0.00" 6' 10.00" 232 77 Live
1 2
6 10 0
6 10 0
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" 1208# --
2 6' 10.000" Wall SPF Plate (425psi) N/A 1.500" 1208# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 890# 318#
2 890# 318#
Design spans
6' 3.250"
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 1894.# 4614.# 41% 3.31' Total Load D+L
Shear 847.# 3038.# 27% 0.19' Total Load D+L
LL Deflection 0.0198" 0.2090" L/999+ 3.31' Total Load L
TL Deflection 0.0269" 0.3135" L/999+ 3.31' 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
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
1:59pm
4 of 7
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: 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: 6.8 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" 0' 3.88" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 3.88" 3' 6.50" 13 3 Live
Replacement Uniform (PLF) Top 3' 6.50" 3' 8.75" 27 7 Live
1 2
3 8 12
3 8 12
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" 94# --
2 3' 8.750" Wall SPF Plate (425psi) N/A 1.500" 92# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 66# 28#
2 65# 27#
Design spans
3' 3.500"
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 76.# 4614.# 1% 1.86' Total Load D+L
Shear 40.# 3038.# 1% 2.69' Total Load D+L
LL Deflection 0.0010" 0.1097" L/999+ 1.86' Total Load L
TL Deflection 0.0010" 0.1646" L/999+ 1.86' 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
CS Structure™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
1:59pm
5 of 7
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: 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: 6.8 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" 0' 4.88" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" 40 13 Live
Replacement Uniform (PLF) Top 0' 4.88" 3' 7.50" 13 3 Live
Replacement Uniform (PLF) Top 3' 7.50" 3' 8.75" 27 7 Live
Point (LBS) Top 0' 3.50" 37 88 Live
1 2
3 8 12
3 8 12
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Girder SPF Plate (425psi) N/A N/A 304# --
2 3' 8.750" Wall SPF Plate (425psi) N/A 1.500" 176# -95#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 167# 137#
2 128# 48#
Design spans
3' 2.625"
Product: Spruce-Pine-Fir #2 2 x 12 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 142.# 4614.# 3% 1.9' Total Load D+L
Negative Moment 77.# 4614.# 1% 1.9' Total Load D+L
Shear 74.# 3038.# 2% 2.71' Total Load D+L
LL Deflection 0.0010" 0.1073" L/999+ 1.9' Total Load L
TL Deflection 0.0010" 0.1609" L/999+ 1.9' 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
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
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
1:59pm
6 of 7
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: 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: 22.2 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" 18' 7.00" 12 3 Live
Replacement Uniform (PLF) Top 0' 0.00" 18' 7.00" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 18' 7.00" 150 50 Live
Point (LBS) Top 0' 4.63" 2 598 Live
Point (LBS) Top 0' 4.63" 1353 0 Snow
Point (LBS) Top 3' 11.88" 1861 534 Live
Point (LBS) Top 7' 5.13" 1435 428 Live
Point (LBS) Top 18' 2.38" 0 106 Live
Point (LBS) Top 18' 2.38" 2 257 Live
Point (LBS) Top 18' 2.38" 2 494 Live
Point (LBS) Top 18' 2.38" 740 0 Snow
Point (LBS) Top 18' 2.38" 988 0 Snow
1 2
18 7 0
18 7 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.829" 6050# --
2 18' 7.000" Wall SPF Plate (425psi) N/A 1.500" 5127# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 4032# 1353# 2011#
2 2626# 1728# 1862#
Design spans
17' 9.750"
Product: 1-3/4x11-1/4 VERSA-LAM 2.0 3100 SP 4 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 23395.# 39956.# 58% 7.43' Total Load D+L
Shear 5189.# 14962.# 34% 0.4' Total Load D+L
TL Deflection 0.7508" 0.8906" L/284 9.29' Total Load D+L
LL Deflection 0.5526" 0.5938" L/386 9.29' Total Load L
Control: LL 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™ 2.14.50 [Build 4]
kmBeamEngine 4.13.4.1
Materials Database 1530
JazabEd167MainStLeeds101515 -10-23-15
1:59pm
7 of 7
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: CalcG7 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: 11.1 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" 6' 7.00" 52 17 Live
Replacement Uniform (PLF) Top 0' 0.00" 7' 4.00" 167 56 Live
Replacement Uniform (PLF) Top 6' 7.00" 7' 4.00" -214 -55 Live
Replacement Uniform (PLF) Top 7' 4.00" 12' 1.25" 181 87 Live
Replacement Uniform (PLF) Top 7' 4.00" 12' 3.00" -201 -23 Live
Replacement Uniform (PLF) Top 12' 1.25" 16' 3.50" 223 56 Live
Point (LBS) Top 7' 5.50" 172 133 Live
Point (LBS) Top 12' 1.25" 0 24 Live
Point (LBS) Top 12' 8.63" 793 630 Live
1 2
16 3 8
16 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 1.870" 2782# -471#
2 16' 3.500" Wall SPF Plate (425psi) N/A 2.366" 3520# -654#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1893# 888#
2 2311# 1208#
Design spans
15' 8.750"
Product: 1-3/4x11-1/4 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.
Review gravity uplift reaction force of 472lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 655lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 12387.# 19210.# 64% 9.04' Total Load D+L
Negative Moment 3762.# 19210.# 19% 9.04' Total Load D+L
Shear 3248.# 7481.# 43% 15.33' Total Load D+L
TL Deflection 0.6728" 0.7865" L/280 8.25' Total Load D+L
LL Deflection 0.4396" 0.5243" L/429 8.25' Total Load L
Control: TL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives