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32A-201 ROOF GIRDERSCS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 1 of 14 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: 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: 11.7 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 2.00" 1 86 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 2.00" 260 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" 0 17 Live Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" 46 0 Snow Replacement Uniform (PLF) Top 2' 2.00" 8' 10.00" 1 86 Live Replacement Uniform (PLF) Top 2' 2.00" 8' 10.00" 260 0 Snow Replacement Uniform (PLF) Top 8' 10.00" 11' 0.00" 1 86 Live Replacement Uniform (PLF) Top 8' 10.00" 11' 0.00" 260 0 Snow 1 2 11 0 0 11 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 2153# -- 2 11' 0.000" Girder N/A N/A N/A 2153# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5# 1568# 585# 2 5# 1568# 585# Design spans 10' 3.000" 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 5518.'# 24466.'# 22% 5.5' Total Load D+S Shear 1738.# 9081.# 19% 0.38' Total Load D+S TL Deflection 0.1068" 0.5125" L/999+ 5.5' Total Load D+S LL Deflection 0.0778" 0.3417" L/999+ 5.5' Total Load S 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 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 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 2 of 14 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: 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: 11.7 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 2.00" 1 85 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 2.00" 259 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" 0 17 Live Replacement Uniform (PLF) Top 0' 0.00" 11' 0.00" 46 0 Snow Replacement Uniform (PLF) Top 2' 2.00" 8' 10.00" 1 85 Live Replacement Uniform (PLF) Top 2' 2.00" 8' 10.00" 259 0 Snow Replacement Uniform (PLF) Top 8' 10.00" 11' 0.00" 1 85 Live Replacement Uniform (PLF) Top 8' 10.00" 11' 0.00" 259 0 Snow 1 2 11 0 0 11 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 2147# -- 2 11' 0.000" Girder N/A N/A N/A 2147# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5# 1564# 583# 2 5# 1564# 583# Design spans 10' 3.000" 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 5501.'# 24466.'# 22% 5.5' Total Load D+S Shear 1732.# 9081.# 19% 0.38' Total Load D+S TL Deflection 0.1065" 0.5125" L/999+ 5.5' Total Load D+S LL Deflection 0.0776" 0.3417" L/999+ 5.5' Total Load S 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 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 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 3 of 14 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: CalcG7 Member Type: Girder Application: Roof Comments:Top Lateral Bracing: Continuous Slope: 6.00 / 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: 16.6 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 21 7 Snow Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 21 7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" -21 -7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" -21 -7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" 21 7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" 21 7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" 63 20 Snow Replacement Uniform (PLF) Top 18' 9.38" 21' 10.50" 21 7 Snow Replacement Uniform (PLF) Top 18' 9.38" 21' 10.50" 21 7 Snow Point (LBS) Top 2' 0.00" 0 0 Live Point (LBS) Top 2' 0.00" 0 0 Snow Point (LBS) Top 2' 0.00" 31 10 Snow Point (LBS) Top 18' 11.63" 5 641 Live Point (LBS) Top 18' 11.63" 1683 0 Snow 1 2 2 2 12 19 7 12 21 10 8 10 11 4Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 2.750" Wall N/A N/A 1.500" 2021# -329# 2 21' 10.500" Wall N/A N/A 1.500" 3328# -256# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1# 1341# 680# 2 5# 2307# 1021# Design spans 2' 0.750" (left cant) 21' 6.375" Product: 1-3/4x11-1/4 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. Review gravity uplift reaction force of 329lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 257lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10355.'# 34462.'# 30% 13.79' Total Load D+S Negative Moment 1823.'# 34462.'# 5% 11.86' Total Load D+S Shear 2915.# 12905.# 22% 21.28' Total Load D+S TL Deflection 0.7066" 1.4356" L/365 11.86' Total Load D+S LL Deflection 0.4796" 1.0767" L/538 11.86' Total Load S TL Defl., Lt. -0.2045" 0.2749" 2L/241 0' Total Load D+S LL Defl., Lt. -0.1384" 0.2061" 2L/357 0' Total Load S CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 4 of 14 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. Control: TL Defl., Lt. 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 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 5 of 14 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: CalcG8 Member Type: Girder Application: Roof Comments:Top Lateral Bracing: Continuous Slope: -6.00 / 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: 16.6 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 1.13" 21 7 Snow Replacement Uniform (PLF) Top 0' 0.00" 3' 1.13" 21 7 Snow Replacement Uniform (PLF) Top 3' 1.13" 19' 10.50" -21 -7 Snow Replacement Uniform (PLF) Top 3' 1.13" 19' 10.50" -21 -7 Snow Replacement Uniform (PLF) Top 3' 1.13" 19' 10.50" 21 7 Snow Replacement Uniform (PLF) Top 3' 1.13" 19' 10.50" 21 7 Snow Replacement Uniform (PLF) Top 3' 1.13" 19' 10.50" 63 20 Snow Replacement Uniform (PLF) Top 19' 10.50" 21' 10.50" 21 7 Snow Replacement Uniform (PLF) Top 19' 10.50" 21' 10.50" 21 7 Snow Point (LBS) Top 2' 10.88" 5 641 Live Point (LBS) Top 2' 10.88" 1683 0 Snow Point (LBS) Top 19' 10.50" 0 0 Live Point (LBS) Top 19' 10.50" 0 0 Snow Point (LBS) Top 19' 10.50" 31 10 Snow 1 2 19 7 12 2 2 12 21 10 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" 3328# -256# 2 19' 7.750" Wall N/A N/A 1.500" 2021# -329# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5# 2307# 1021# 2 1# 1341# 680# Design spans 21' 6.375" 2' 0.750" (right cant) Product: 1-3/4x11-1/4 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. Review gravity uplift reaction force of 257lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 329lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10355.'# 34462.'# 30% 8.09' Total Load D+S Negative Moment 1823.'# 34462.'# 5% 10.02' Total Load D+S Shear 2915.# 12905.# 22% 0.39' Total Load D+S TL Deflection 0.7066" 1.4356" L/365 10.02' Total Load D+S LL Deflection 0.4796" 1.0767" L/538 10.02' Total Load S TL Defl., Rt. -0.2045" 0.2749" 2L/241 21.88' Total Load D+S LL Defl., Rt. -0.1384" 0.2061" 2L/357 21.88' Total Load S CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 6 of 14 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. Control: TL Defl., Rt. 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 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 7 of 14 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: CalcG9 Member Type: Girder Application: Roof Comments:Top Lateral Bracing: Continuous Slope: -6.00 / 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: 16.6 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 10.38" 21 7 Snow Replacement Uniform (PLF) Top 0' 0.00" 2' 10.38" 21 7 Snow Replacement Uniform (PLF) Top 2' 10.38" 19' 7.75" -21 -7 Snow Replacement Uniform (PLF) Top 2' 10.38" 19' 7.75" -21 -7 Snow Replacement Uniform (PLF) Top 2' 10.38" 19' 7.75" 21 7 Snow Replacement Uniform (PLF) Top 2' 10.38" 19' 7.75" 21 7 Snow Replacement Uniform (PLF) Top 2' 10.38" 19' 7.75" 63 20 Snow Replacement Uniform (PLF) Top 19' 7.75" 21' 7.75" 21 7 Snow Replacement Uniform (PLF) Top 19' 7.75" 21' 7.75" 21 7 Snow Point (LBS) Top 2' 8.13" 5 638 Live Point (LBS) Top 2' 8.13" 1678 0 Snow Point (LBS) Top 19' 7.75" 0 0 Live Point (LBS) Top 19' 7.75" 0 0 Snow Point (LBS) Top 19' 7.75" 31 10 Snow 1 2 19 5 0 2 2 12 21 7 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" 3345# -263# 2 19' 5.000" Wall N/A N/A 1.500" 1980# -326# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 5# 2321# 1023# 2 1# 1313# 667# Design spans 21' 3.312" 2' 0.750" (right cant) Product: 1-3/4x11-1/4 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. Review gravity uplift reaction force of 263lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 326lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9889.'# 34462.'# 28% 8' Total Load D+S Negative Moment 1794.'# 34462.'# 5% 9.9' Total Load D+S Shear 2930.# 12905.# 22% 0.39' Total Load D+S TL Deflection 0.6601" 1.4185" L/386 9.9' Total Load D+S LL Deflection 0.4475" 1.0639" L/570 9.9' Total Load S TL Defl., Rt. -0.1937" 0.2749" 2L/255 21.65' Total Load D+S LL Defl., Rt. -0.1310" 0.2061" 2L/377 21.65' Total Load S CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 8 of 14 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. Control: TL Defl., Rt. 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 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 9 of 14 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: CalcG10 Member Type: Girder Application: Roof Comments:Top Lateral Bracing: Continuous Slope: 6.00 / 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: 16.6 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 21 7 Snow Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 21 7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" -21 -7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" -21 -7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" 21 7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" 21 7 Snow Replacement Uniform (PLF) Top 2' 0.00" 18' 9.38" 63 20 Snow Replacement Uniform (PLF) Top 18' 9.38" 21' 7.75" 21 7 Snow Replacement Uniform (PLF) Top 18' 9.38" 21' 7.75" 21 7 Snow Point (LBS) Top 2' 0.00" 0 0 Live Point (LBS) Top 2' 0.00" 0 0 Snow Point (LBS) Top 2' 0.00" 31 10 Snow Point (LBS) Top 18' 11.63" 5 638 Live Point (LBS) Top 18' 11.63" 1678 0 Snow 1 2 2 2 12 19 5 0 21 7 12 10 9 14Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 2.750" Wall N/A N/A 1.500" 1980# -326# 2 21' 7.750" Wall N/A N/A 1.500" 3345# -263# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1# 1313# 667# 2 5# 2321# 1023# Design spans 2' 0.750" (left cant) 21' 3.312" Product: 1-3/4x11-1/4 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. Review gravity uplift reaction force of 326lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 263lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9889.'# 34462.'# 28% 13.65' Total Load D+S Negative Moment 1794.'# 34462.'# 5% 11.74' Total Load D+S Shear 2930.# 12905.# 22% 21.06' Total Load D+S TL Deflection 0.6602" 1.4185" L/386 11.74' Total Load D+S LL Deflection 0.4475" 1.0639" L/570 11.74' Total Load S TL Defl., Lt. -0.1937" 0.2749" 2L/255 0' Total Load D+S LL Defl., Lt. -0.1310" 0.2061" 2L/377 0' Total Load S CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 10 of 14 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. Control: TL Defl., Lt. 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 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 11 of 14 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: CalcG11 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: 14.0 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 3.25" 0 32 Live Replacement Uniform (PLF) Top 0' 0.00" 0' 3.25" 89 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 9' 11.25" -21 -7 Snow Replacement Uniform (PLF) Top 0' 3.25" 1' 3.25" 0 35 Live Replacement Uniform (PLF) Top 0' 3.25" 1' 3.25" 96 0 Snow Replacement Uniform (PLF) Top 1' 3.25" 1' 4.00" 1 84 Live Replacement Uniform (PLF) Top 1' 3.25" 1' 4.00" 231 0 Snow Replacement Uniform (PLF) Top 1' 4.00" 1' 9.75" 1 84 Live Replacement Uniform (PLF) Top 1' 4.00" 1' 9.75" 231 0 Snow Replacement Uniform (PLF) Top 1' 9.75" 2' 9.75" 1 84 Live Replacement Uniform (PLF) Top 1' 9.75" 2' 9.75" 231 0 Snow Replacement Uniform (PLF) Top 2' 9.75" 9' 9.75" 1 84 Live Replacement Uniform (PLF) Top 2' 9.75" 9' 9.75" 231 0 Snow Replacement Uniform (PLF) Top 9' 9.75" 24' 10.00" 1 72 Live Replacement Uniform (PLF) Top 9' 9.75" 24' 10.00" 200 0 Snow Point (LBS) Top 1' 4.00" 1 251 Live Point (LBS) Top 1' 4.00" 333 0 Snow 1 2 3 17 9 12 7 0 4 24 10 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" 2648# -68# 2 17' 9.750" Wall N/A N/A 1.500" 5535# -- 3 24' 10.000" Wall N/A N/A 1.500" 45# -379# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 6# 1781# 867# 2 12# 3857# 1678# 3 0# -262# -116# Design spans 17' 7.625" 6' 10.125" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 3 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 380lbs at bearing 3 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8361.'# 25040.'# 33% 7.23' Total Load D+S Negative Moment 9301.'# 25040.'# 37% 17.81' Total Load D+S Shear 2970.# 10898.# 27% 17.58' Total Load D+S TL Deflection 0.5198" 0.8818" L/407 8.11' Total Load D+S LL Deflection 0.3613" 0.5878" L/585 8.11' Total Load S CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 12 of 14 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. 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 CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 13 of 14 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: CalcG14 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: 14.0 PLF Filename: Q:\DennoRich Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 15' 0.25" 1 72 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 0.25" 200 0 Snow Replacement Uniform (PLF) Top 14' 10.75" 24' 10.00" -21 -7 Snow Replacement Uniform (PLF) Top 15' 0.25" 22' 0.25" 1 84 Live Replacement Uniform (PLF) Top 15' 0.25" 22' 0.25" 231 0 Snow Replacement Uniform (PLF) Top 22' 0.25" 23' 0.25" 1 84 Live Replacement Uniform (PLF) Top 22' 0.25" 23' 0.25" 231 0 Snow Replacement Uniform (PLF) Top 23' 0.25" 23' 6.00" 1 84 Live Replacement Uniform (PLF) Top 23' 0.25" 23' 6.00" 231 0 Snow Replacement Uniform (PLF) Top 23' 6.00" 23' 6.75" 1 84 Live Replacement Uniform (PLF) Top 23' 6.00" 23' 6.75" 231 0 Snow Replacement Uniform (PLF) Top 23' 6.75" 24' 8.88" 0 35 Live Replacement Uniform (PLF) Top 23' 6.75" 24' 8.88" 96 0 Snow Replacement Uniform (PLF) Top 24' 8.88" 24' 10.00" 0 32 Live Replacement Uniform (PLF) Top 24' 8.88" 24' 10.00" 89 0 Snow Point (LBS) Top 23' 6.00" 1 251 Live Point (LBS) Top 23' 6.00" 333 0 Snow 1 2 3 7 0 4 17 9 12 24 10 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" 45# -379# 2 7' 0.250" Wall N/A N/A 1.500" 5535# -- 3 24' 10.000" Wall N/A N/A 1.500" 2649# -68# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 0# -262# -116# 2 12# 3857# 1678# 3 6# 1782# 868# Design spans 6' 10.125" 17' 7.625" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 3 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 380lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8361.'# 25040.'# 33% 17.6' Total Load D+S Negative Moment 9301.'# 25040.'# 37% 7.02' Total Load D+S Shear 2970.# 10898.# 27% 7.03' Total Load D+S TL Deflection 0.5198" 0.8818" L/407 16.72' Total Load D+S LL Deflection 0.3613" 0.5878" L/585 16.72' Total Load S CS Structure™ 2.06.13[Build 1] kmBeamEngine 4.6.1.0 Materials Database 1492 DennoRich51PhillipsPlace - Lev 12-11-14 10:58am 14 of 14 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. 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