CS Skylight joists CalcCS Structure™ 2016.11 [Build 16]
kmBeamEngine 2016.9.0.3
Materials Database 1557
WrightBuildersRevocableTrust -10-17-17
3:21pm
1 of 8
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: 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: 2.8 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" 3' 3.00" 0 17 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 3.00" 48 0 Snow
1 2
3 3 0
3 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 94# --
2 3' 3.000" Girder SPF Plate (425psi) N/A N/A 94# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 66# 28#
2 0# 66# 28#
Design spans
2' 9.000"
Product: 11-7/8" 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 65.'# 5060.'# 1% 1.62' Total Load D+S
Shear 94.# 1713.# 5% 0' Total Load D+S
TL Deflection 0.0012" 0.1375" L/999+ 1.62' Total Load D+S
LL Deflection 0.0010" 0.0917" L/999+ 1.62' Total Load S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Web stiffener and 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
WrightBuildersRevocableTrust -10-17-17
3:21pm
2 of 8
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: CalcG3 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: 2.8 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" 3' 3.00" 0 49 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 3.00" 136 0 Snow
1 2
3 3 0
3 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 258# --
2 3' 3.000" Girder SPF Plate (425psi) N/A N/A 258# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 186# 71#
2 1# 186# 71#
Design spans
2' 9.000"
Product: 11-7/8" 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 177.'# 5060.'# 3% 1.62' Total Load D+S
Shear 258.# 1713.# 15% 0' Total Load D+S
TL Deflection 0.0032" 0.1375" L/999+ 1.62' Total Load D+S
LL Deflection 0.0023" 0.0917" L/999+ 1.62' Total Load S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Web stiffener and 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
WrightBuildersRevocableTrust -10-17-17
3:21pm
3 of 8
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: 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: 2.8 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" 3' 3.00" 0 49 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 3.00" 136 0 Snow
1 2
3 3 0
3 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 258# --
2 3' 3.000" Girder SPF Plate (425psi) N/A N/A 258# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 186# 71#
2 1# 186# 71#
Design spans
2' 9.000"
Product: 11-7/8" 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 177.'# 5060.'# 3% 1.62' Total Load D+S
Shear 258.# 1713.# 15% 0' Total Load D+S
TL Deflection 0.0032" 0.1375" L/999+ 1.62' Total Load D+S
LL Deflection 0.0023" 0.0917" L/999+ 1.62' Total Load S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Web stiffener and 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
WrightBuildersRevocableTrust -10-17-17
3:21pm
4 of 8
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: 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: 2.8 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" 3' 3.00" 0 17 Live
Replacement Uniform (PLF) Top 0' 0.00" 3' 3.00" 48 0 Snow
1 2
3 3 0
3 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 94# --
2 3' 3.000" Girder SPF Plate (425psi) N/A N/A 94# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 66# 28#
2 0# 66# 28#
Design spans
2' 9.000"
Product: 11-7/8" 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 65.'# 5060.'# 1% 1.62' Total Load D+S
Shear 94.# 1713.# 5% 0' Total Load D+S
TL Deflection 0.0012" 0.1375" L/999+ 1.62' Total Load D+S
LL Deflection 0.0010" 0.0917" L/999+ 1.62' Total Load S
Control: Shear
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Web stiffener and 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
WrightBuildersRevocableTrust -10-17-17
3:21pm
5 of 8
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: -9.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 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" 7' 10.75" 23 7 Snow
Replacement Uniform (PLF) Top 0' 0.00" 14' 1.75" 23 7 Snow
Replacement Uniform (PLF) Top 7' 10.75" 11' 4.75" 11 3 Snow
Replacement Uniform (PLF) Top 11' 4.75" 14' 1.75" 23 7 Snow
Point (LBS) Top 7' 9.25" 1 87 Live
Point (LBS) Top 7' 9.25" 186 0 Snow
Point (LBS) Top 11' 6.25" 0 43 Live
Point (LBS) Top 11' 6.25" 66 0 Snow
1 2
14 1 12
14 1 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" 598# --
2 14' 1.750" Wall SPF Plate (425psi) N/A 1.500" 678# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 397# 201#
2 0# 445# 234#
Design spans
16' 11.438"
Product: 11-7/8" AJS 20 2 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 2509.'# 10120.'# 24% 7.77' Total Load D+S
Shear 542.# 3427.# 15% 13.77' Total Load D+S
End Reaction 678.# 2794.# 24% 14.15' Total Load D+S
TL Deflection 0.1721" 1.1302" L/999+ 7' Total Load D+S
LL Deflection 0.1139" 0.8477" L/999+ 7' Total Load S
Control: Pos. 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
WrightBuildersRevocableTrust -10-17-17
3:21pm
6 of 8
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: -9.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 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" 7' 10.75" 23 7 Snow
Replacement Uniform (PLF) Top 0' 0.00" 14' 1.75" 23 7 Snow
Replacement Uniform (PLF) Top 7' 10.75" 11' 4.75" 11 3 Snow
Replacement Uniform (PLF) Top 11' 4.75" 14' 1.75" 23 7 Snow
Point (LBS) Top 7' 9.25" 1 87 Live
Point (LBS) Top 7' 9.25" 186 0 Snow
Point (LBS) Top 11' 6.25" 0 43 Live
Point (LBS) Top 11' 6.25" 66 0 Snow
1 2
14 1 12
14 1 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" 598# --
2 14' 1.750" Wall SPF Plate (425psi) N/A 1.500" 678# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 397# 201#
2 0# 445# 234#
Design spans
16' 11.438"
Product: 11-7/8" AJS 20 2 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 2509.'# 10120.'# 24% 7.77' Total Load D+S
Shear 542.# 3427.# 15% 13.77' Total Load D+S
End Reaction 678.# 2794.# 24% 14.15' Total Load D+S
TL Deflection 0.1721" 1.1302" L/999+ 7' Total Load D+S
LL Deflection 0.1139" 0.8477" L/999+ 7' Total Load S
Control: Pos. 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
WrightBuildersRevocableTrust -10-17-17
3:21pm
7 of 8
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: 9.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 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' 9.00" 23 7 Snow
Replacement Uniform (PLF) Top 0' 0.00" 14' 1.75" 23 7 Snow
Replacement Uniform (PLF) Top 2' 9.00" 6' 3.00" 11 3 Snow
Replacement Uniform (PLF) Top 6' 3.00" 14' 1.75" 23 7 Snow
Point (LBS) Top 2' 7.50" 0 43 Live
Point (LBS) Top 2' 7.50" 66 0 Snow
Point (LBS) Top 6' 4.50" 1 87 Live
Point (LBS) Top 6' 4.50" 186 0 Snow
1 2
14 1 12
14 1 12 10 7 5Bearings 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" 678# --
2 14' 1.750" Wall SPF Plate (425psi) N/A 1.500" 598# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 445# 234#
2 0# 397# 201#
Design spans
16' 11.438"
Product: 11-7/8" AJS 20 2 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 2509.'# 10120.'# 24% 6.38' Total Load D+S
Shear 543.# 3427.# 15% 0' Total Load D+S
End Reaction 678.# 2794.# 24% 0' Total Load D+S
TL Deflection 0.1721" 1.1302" L/999+ 7.15' Total Load D+S
LL Deflection 0.1139" 0.8477" L/999+ 7.15' Total Load S
Control: Pos. 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
WrightBuildersRevocableTrust -10-17-17
3:21pm
8 of 8
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: Roof
Comments:Top Lateral Bracing: Continuous Slope: 9.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 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' 9.00" 23 7 Snow
Replacement Uniform (PLF) Top 0' 0.00" 14' 1.75" 23 7 Snow
Replacement Uniform (PLF) Top 2' 9.00" 6' 3.00" 11 3 Snow
Replacement Uniform (PLF) Top 6' 3.00" 14' 1.75" 23 7 Snow
Point (LBS) Top 2' 7.50" 0 43 Live
Point (LBS) Top 2' 7.50" 66 0 Snow
Point (LBS) Top 6' 4.50" 1 87 Live
Point (LBS) Top 6' 4.50" 186 0 Snow
1 2
14 1 12
14 1 12 10 7 5Bearings 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" 678# --
2 14' 1.750" Wall SPF Plate (425psi) N/A 1.500" 598# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 445# 234#
2 0# 397# 201#
Design spans
16' 11.438"
Product: 11-7/8" AJS 20 2 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 2509.'# 10120.'# 24% 6.38' Total Load D+S
Shear 543.# 3427.# 15% 0' Total Load D+S
End Reaction 678.# 2794.# 24% 0' Total Load D+S
TL Deflection 0.1721" 1.1302" L/999+ 7.15' Total Load D+S
LL Deflection 0.1139" 0.8477" L/999+ 7.15' Total Load S
Control: Pos. Moment
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives