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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