CS 2nd floor GirderCalcsCS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
1 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: 6.0 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" 3' 1.00" -188 202 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 1.00" 525 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 6' 8.75" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 6' 8.75" 0 13 Snow
Replacement Uniform (PLF) Top 3' 1.00" 4' 8.00" -254 120 Live
Replacement Uniform (PLF) Top 3' 1.00" 4' 8.00" 525 0 Snow
Replacement Uniform (PLF) Top 4' 8.00" 5' 1.50" -254 120 Live
Replacement Uniform (PLF) Top 4' 8.00" 5' 1.50" 525 0 Snow
Replacement Uniform (PLF) Top 5' 1.50" 6' 8.75" -255 -120 Live
Point (LBS) Top 0' 4.63" 0 1 Live
Point (LBS) Top 0' 4.63" 0 39 Live
Point (LBS) Top 0' 4.63" 133 0 Snow
1 2
6 8 12
6 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 2.942" 2188# -288#
2 6' 8.750" Wall SPF Plate (425psi) N/A 1.574" 1171# -760#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 -777# 1631# 557#
2 -876# 990# 181#
Design spans
5' 11.500"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 289lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 761lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2770.'# 12233.'# 22% 3.09' Total Load D+S
Negative Moment 741.'# 10637.'# 6% 3.96' Total Load D+L
Shear 1292.# 4541.# 28% 5.12' Total Load D+S
TL Deflection 0.0355" 0.2979" L/999+ 3.36' Total Load D+S
LL Deflection 0.0275" 0.1986" L/999+ 3.36' Total Load S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
2 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: 12.0 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' 8.50" 207 69 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 9.00" 179 60 Live
Replacement Uniform (PLF) Top 0' 8.50" 1' 9.00" 207 69 Live
Replacement Uniform (PLF) Top 1' 9.00" 4' 9.00" 207 69 Live
1 2
4 9 0
4 9 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" 1103# --
2 4' 9.000" Wall SPF Plate (425psi) N/A 1.500" 1103# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 809# 295#
2 809# 295#
Design spans
4' 2.250"
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 1155.'# 21275.'# 5% 2.48' Total Load D+L
Shear 582.# 7897.# 7% 3.74' Total Load D+L
TL Deflection 0.0037" 0.2094" L/999+ 2.48' Total Load D+L
LL Deflection 0.0027" 0.1396" L/999+ 2.48' 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
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
3 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: 12.0 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" 4' 0.50" 207 69 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 9.00" 179 60 Live
Replacement Uniform (PLF) Top 4' 0.50" 4' 9.00" 207 69 Live
1 2
4 9 0
4 9 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" 1103# --
2 4' 9.000" Wall SPF Plate (425psi) N/A 1.500" 1103# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 809# 295#
2 809# 295#
Design spans
4' 2.250"
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 1155.'# 21275.'# 5% 2.27' Total Load D+L
Shear 582.# 7897.# 7% 0.19' Total Load D+L
TL Deflection 0.0037" 0.2094" L/999+ 2.27' Total Load D+L
LL Deflection 0.0027" 0.1396" L/999+ 2.27' 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
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
4 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: 12.0 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" 11' 0.25" 130 208 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 14' 5.75" 40 13 Live
Point (LBS) Top 0' 5.50" 141 35 Live
Point (LBS) Top 0' 5.50" 347 747 Snow
1 2
14 5 12
14 5 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 2.709" 4030# --
2 14' 5.750" Wall SPF Plate (425psi) N/A 1.547" 2300# -373#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1629# 347# 2401#
2 1177# 0# 1123#
Design spans
13' 8.500"
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.
Review gravity uplift reaction force of 374lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 10248.'# 21275.'# 48% 7.24' Total Load D+L
Negative Moment 1282.'# 21275.'# 6% 7.24' Total Load D+L
Shear 2641.# 7897.# 33% 0.4' Total Load D+L
TL Deflection 0.3504" 0.6854" L/469 7.24' Total Load D+L
LL Deflection 0.1695" 0.4569" L/970 7.24' 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
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
5 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: CalcG8 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: 12.0 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" 2' 4.69" 87 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 2' 4.69" 250 267 Live
Replacement Uniform (PLF) Top 2' 4.69" 3' 6.00" 87 0 Snow
Replacement Uniform (PLF) Top 2' 4.69" 3' 6.00" 214 258 Live
Replacement Uniform (PLF) Top 3' 6.00" 6' 6.00" 87 0 Snow
Replacement Uniform (PLF) Top 3' 6.00" 6' 6.00" 182 242 Live
Replacement Uniform (PLF) Top 6' 6.00" 10' 3.50" 87 0 Snow
Replacement Uniform (PLF) Top 6' 6.00" 10' 3.50" 207 256 Live
Replacement Uniform (PLF) Top 10' 3.50" 11' 4.00" 87 0 Snow
Replacement Uniform (PLF) Top 10' 3.50" 11' 4.00" 243 265 Live
1 2
11 4 0
11 4 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 1.758" 2615# --
2 11' 4.000" Wall SPF Plate (425psi) N/A 1.721" 2559# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1142# 458# 1415#
2 1086# 458# 1401#
Design spans
10' 6.750"
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 6438.'# 21275.'# 30% 5.46' Total Load D+L
Shear 2034.# 7897.# 25% 0.19' Total Load D+L
TL Deflection 0.1374" 0.5281" L/922 5.46' Total Load D+0.75(L+S)
LL Deflection 0.0619" 0.3521" L/999+ 5.46' Total Load 0.75(L+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
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
6 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: CalcG9 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: 6.0 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' 2.13" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 12' 2.13" 12' 3.00" 27 7 Live
1 2
12 3 0
12 3 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 420# --
2 12' 3.000" Wall SPF Plate (425psi) N/A 1.500" 420# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 309# 112#
2 309# 112#
Design spans
11' 6.875"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 1217.'# 10637.'# 11% 6.08' Total Load D+L
Shear 349.# 3948.# 8% 11.29' Total Load D+L
TL Deflection 0.0600" 0.5786" L/999+ 6.08' Total Load D+L
LL Deflection 0.0441" 0.3858" L/999+ 6.08' Total Load L
Control: Positive Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
7 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: CalcG10 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: 6.0 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' 3.00" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 3.00" 40 13 Live
Replacement Uniform (PLF) Top 12' 2.13" 12' 3.00" 27 7 Live
Replacement Uniform (PLF) Top 12' 2.13" 12' 3.00" 27 7 Live
1 2
12 3 0
12 3 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 344# -349#
2 12' 3.000" Wall SPF Plate (425psi) N/A 1.500" 344# -349#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 -308# 112#
2 -308# 112#
Design spans
11' 6.875"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 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 350lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 350lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 995.'# 10637.'# 9% 6.08' Total Load D+L
Negative Moment 1014.'# 10637.'# 9% 6.08' Total Load D+L
Shear 291.# 3948.# 7% 11.29' Total Load D+L
TL Deflection -0.0500" 0.5786" L/999+ 6.08' Total Load D+L
LL Deflection -0.0441" 0.3858" L/999+ 6.08' Total Load L
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
8 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: CalcG13 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: 12.0 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" 4' 10.50" 229 76 Live
Replacement Uniform (PLF) Top 4' 10.50" 5' 7.00" 516 0 Snow
Replacement Uniform (PLF) Top 4' 10.50" 5' 7.00" 251 386 Live
Point (LBS) Top 4' 10.50" 69 767 Live
Point (LBS) Top 4' 10.50" 1619 0 Snow
Point (LBS) Top 5' 2.38" 0 24 Live
Point (LBS) Top 5' 2.38" 0 69 Live
Point (LBS) Top 5' 2.38" 237 0 Snow
1 2
5 7 0
5 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 1.500" 852# --
2 5' 7.000" Wall SPF Plate (425psi) N/A 2.049" 3047# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 579# 109# 273#
2 646# 1913# 1128#
Design spans
5' 0.250"
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 1146.'# 21275.'# 5% 2.94' Total Load D+L
Shear 920.# 9081.# 10% 4.89' Total Load D+0.75(L+S)
TL Deflection 0.0057" 0.2510" L/999+ 2.69' Total Load D+0.75(L+S)
LL Deflection 0.0037" 0.1674" L/999+ 2.69' Total Load 0.75(L+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™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
9 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: CalcG17 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: 12.0 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" 1' 4.00" -9 292 Live
Replacement Uniform (PLF) Top 0' 0.00" 1' 4.00" 525 0 Snow
Replacement Uniform (PLF) Top 0' 0.00" 11' 5.00" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 5.00" 27 7 Live
Replacement Uniform (PLF) Top 9' 6.00" 11' 5.00" -3 260 Live
Replacement Uniform (PLF) Top 9' 6.00" 11' 5.00" 525 0 Snow
Point (LBS) Top 0' 7.13" 25 6 Live
Point (LBS) Top 0' 7.13" 186 401 Snow
Point (LBS) Top 1' 4.00" -25 587 Live
Point (LBS) Top 1' 4.00" 1472 0 Snow
Point (LBS) Top 7' 4.00" -49 1250 Live
Point (LBS) Top 7' 4.00" 2918 0 Snow
1 2
11 5 0
11 5 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 3.254" 4840# --
2 11' 5.000" Wall SPF Plate (425psi) N/A 2.799" 4164# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 151# 3076# 1764#
2 136# 2802# 1362#
Design spans
10' 7.750"
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 11964.'# 24466.'# 48% 7.33' Total Load D+S
Shear 3367.# 9081.# 37% 10.71' Total Load D+S
TL Deflection 0.2100" 0.5323" L/608 6.45' Total Load D+S
LL Deflection 0.1426" 0.3549" L/896 6.45' 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
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
10 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: CalcG18 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: 12.0 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" 11' 4.13" -53 -13 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 4.13" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 4.13" 27 7 Live
Replacement Uniform (PLF) Top 0' 0.00" 11' 4.13" 40 13 Live
Replacement Uniform (PLF) Top 9' 9.00" 11' 4.13" 1 240 Live
Replacement Uniform (PLF) Top 9' 9.00" 11' 4.13" 525 0 Snow
Point (LBS) Top 9' 9.00" 7 951 Live
Point (LBS) Top 9' 9.00" 2888 0 Snow
1 2
11 6 0
11 6 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" 1001# -303#
2 11' 6.000" Wall SPF Plate (425psi) N/A 3.094" 4602# -303#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 405# 465# 348#
2 411# 3247# 1355#
Design spans
11' 1.750"
Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Minimum 3.09" bearing required at bearing # 2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 304lbs at bearing 1 and ensure that the structure can resist appropriately.
Review gravity uplift reaction force of 303lbs at bearing 2 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 6246.'# 24466.'# 25% 9.75' Total Load D+S
Negative Moment 847.'# 21275.'# 3% 5.75' Total Load D+L
Shear 3812.# 9081.# 41% 10.77' Total Load D+S
TL Deflection 0.1087" 0.5573" L/999+ 6.31' Total Load D+0.75(L+S)
LL Deflection 0.0724" 0.3715" L/999+ 6.31' Total Load 0.75(L+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™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
11 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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: CalcG24 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: 12.0 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" 4' 6.00" 179 60 Live
Replacement Uniform (PLF) Top 0' 0.00" 4' 10.00" 6 1 Live
Replacement Uniform (PLF) Top 0' 0.00" 24' 0.00" 27 7 Live
Replacement Uniform (PLF) Top 4' 6.00" 4' 10.00" 156 41 Live
Replacement Uniform (PLF) Top 4' 10.00" 16' 6.00" 6 1 Live
Replacement Uniform (PLF) Top 16' 6.00" 19' 6.00" 156 41 Live
Replacement Uniform (PLF) Top 16' 6.00" 24' 0.00" 6 1 Live
Replacement Uniform (PLF) Top 19' 6.00" 24' 0.00" 179 60 Live
Point (LBS) Top 0' 4.63" -117 377 Live
Point (LBS) Top 0' 4.63" 1006 155 Snow
Point (LBS) Top 4' 11.75" 0 84 Live
Point (LBS) Top 4' 11.75" 597 577 Live
Point (LBS) Top 16' 6.88" 0 84 Live
Point (LBS) Top 23' 7.38" 44 7 Snow
Point (LBS) Top 23' 7.38" 1 136 Live
Point (LBS) Top 23' 7.38" 448 69 Snow
Point (LBS) Top 23' 7.38" 46 485 Live
Point (LBS) Top 23' 7.38" 1083 167 Snow
1 2 3
4 10 0 19 2 0
24 0 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" 1399# -335#
2 4' 10.000" Wall SPF Plate (425psi) N/A 2.608" 3879# --
3 24' 0.000" Wall SPF Plate (425psi) N/A 2.292" 3410# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 -727# 1006# 393#
2 2371# 0# 1508#
3 1193# 1575# 1334#
Design spans
4' 5.375" 18' 9.375"
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.
Review gravity uplift reaction force of 335lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 4524.'# 21275.'# 21% 17.98' Even Spans D+L
Negative Moment 4227.'# 21275.'# 19% 4.83' Total Load D+L
Shear 1327.# 7897.# 16% 22.68' Even Spans D+L
TL Deflection 0.2080" 0.9391" L/999+ 16.1' Even Spans D+L
LL Deflection 0.1413" 0.6260" L/999+ 16.1' Even Spans L
CS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
HomsteadNeilXata - Level 8 10-17-17
4:14pm
12 of 12
All product names are trademarks of their respective owners
Copyright (C) 2016 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.
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