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18C-042 1st floor Girder CalcsCS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 ContemporaryConservatoryRobert 6- 3-15 11:32am 1 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG1 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Q:\Contempor Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 0.75" 114 6 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 7.50" 27 88 Live Replacement Uniform (PLF) Top 0' 0.00" 5' 7.50" 362 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 8' 6.00" 65 280 Live Replacement Uniform (PLF) Top 0' 0.00" 9' 5.50" 6 1 Live Replacement Uniform (PLF) Top 1' 0.00" 4' 3.00" 27 7 Live Replacement Uniform (PLF) Top 3' 0.75" 7' 4.00" 114 6 Live Replacement Uniform (PLF) Top 4' 3.00" 9' 5.50" 27 7 Live Replacement Uniform (PLF) Top 5' 7.50" 8' 6.00" 350 119 Snow Replacement Uniform (PLF) Top 7' 4.00" 9' 5.50" 114 6 Live Replacement Uniform (PLF) Top 8' 6.00" 9' 5.50" 350 0 Snow Replacement Uniform (PLF) Top 8' 6.00" 9' 5.50" 108 347 Live 1 2 9 5 8 9 5 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" 3653# -- 2 9' 5.500" Wall N/A N/A 1.500" 3647# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1017# 1564# 1718# 2 984# 1538# 1756# Design spans 8' 8.250" Product: 1-3/4x9-1/2 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 7936.# 16051.# 49% 4.73' Total Load D+0.75(L+S) Shear 2991.# 7265.# 41% 8.49' Total Load D+0.75(L+S) TL Deflection 0.2156" 0.4344" L/483 4.73' Total Load D+0.75(L+S) LL Deflection 0.1129" 0.2896" L/923 4.73' Total Load 0.75(L+S) 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™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 ContemporaryConservatoryRobert 6- 3-15 11:32am 2 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG4 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 PLF Filename: Q:\Contempor Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 7' 5.75" 160 40 Live Point (LBS) Top 7' 1.13" 769 433 Live 1 2 7 5 12 7 5 12 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 704# -- 2 7' 5.750" Wall N/A N/A 1.500" 1906# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 548# 156# 2 1317# 589# Design spans 6' 10.125" Product: Spruce-Pine-Fir #2 2 x 10 2 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1204.# 3431.# 35% 3.67' Total Load D+L Shear 545.# 2498.# 21% 0.26' Total Load D+L LL Deflection 0.0285" 0.2281" L/999+ 3.67' Total Load L TL Deflection 0.0366" 0.3422" L/999+ 3.67' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 ContemporaryConservatoryRobert 6- 3-15 11:32am 3 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG5 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 PLF Filename: Q:\Contempor Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 6.00" 95 24 Live 1 2 3 6 0 3 6 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 187# -- 2 3' 6.000" Girder N/A N/A N/A 187# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 142# 44# 2 142# 44# Design spans 3' 0.000" Product: Spruce-Pine-Fir #2 2 x 10 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 140.# 3431.# 4% 1.75' Total Load D+L Shear 91.# 2498.# 3% 0.26' Total Load D+L LL Deflection 0.0010" 0.1000" L/999+ 1.75' Total Load L TL Deflection 0.0010" 0.1500" L/999+ 1.75' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 ContemporaryConservatoryRobert 6- 3-15 11:32am 4 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: CalcG7 Member Type: Girder Application: Floor Comments:Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.4 PLF Filename: Q:\Contempor Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 4' 0.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 27 7 Live Replacement Uniform (PLF) Top 4' 0.00" 7' 3.00" 27 7 Live Replacement Uniform (PLF) Top 7' 3.00" 12' 5.50" 27 7 Live Point (LBS) Top 0' 4.63" 89 0 Snow Point (LBS) Top 0' 4.63" 0 91 Live Point (LBS) Top 0' 4.63" 321 232 Live Point (LBS) Top 0' 4.63" 543 356 Live Point (LBS) Top 4' 1.50" 560 189 Live 1 2 12 5 8 12 5 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" 2491# -- 2 12' 5.500" Wall N/A N/A 1.500" 678# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1557# 89# 935# 2 491# 0# 187# Design spans 11' 8.250" Product: Spruce-Pine-Fir #2 2 x 10 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3020.# 5919.# 51% 4.12' Total Load D+L Shear 890.# 3746.# 23% 0.4' Total Load D+L LL Deflection 0.1181" 0.3896" L/999+ 5.64' Total Load L TL Deflection 0.1617" 0.5844" L/867 5.64' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 15 % This member has been designed in accordance with NDS 2005 Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 ContemporaryConservatoryRobert 6- 3-15 11:32am 5 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: 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: 5.6 PLF Filename: Q:\Contempor Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 5.75" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 8' 8.25" 27 7 Live Replacement Uniform (PLF) Top 3' 5.75" 8' 8.25" 27 7 Live Point (LBS) Top 3' 7.25" 142 57 Live 1 2 8 8 4 8 8 4 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" 404# -- 2 8' 8.250" Wall N/A N/A 1.500" 367# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 296# 109# 2 269# 98# Design spans 7' 11.000" Product: Spruce-Pine-Fir #2 2 x 10 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 927.# 3431.# 27% 3.6' Total Load D+L Shear 349.# 2498.# 13% 0.4' Total Load D+L LL Deflection 0.0258" 0.2639" L/999+ 4.34' Total Load L TL Deflection 0.0353" 0.3958" L/999+ 4.34' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 ContemporaryConservatoryRobert 6- 3-15 11:32am 6 of 6 All product names are trademarks of their respective owners Copyright (C) 2015 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications. Doug Hodgins rk Miles Inc. 21 West St. West Hatfield Ma. Member Data Description: 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: 5.6 PLF Filename: Q:\Contempor Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 5' 2.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 5.50" 27 7 Live Replacement Uniform (PLF) Top 5' 2.50" 8' 5.50" 27 7 Live Replacement Uniform (PLF) Top 8' 5.50" 12' 5.50" 27 7 Live Point (LBS) Top 5' 1.00" 142 57 Live Point (LBS) Top 12' 0.88" 89 0 Snow Point (LBS) Top 12' 0.88" 0 91 Live Point (LBS) Top 12' 0.88" -39 191 Live Point (LBS) Top 12' 0.88" 390 232 Live 1 2 12 5 8 12 5 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" 541# -- 2 12' 5.500" Wall N/A N/A 1.500" 1368# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 397# 0# 145# 2 721# 89# 647# Design spans 11' 8.250" Product: Spruce-Pine-Fir #2 2 x 10 2 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1746.# 3431.# 50% 5.09' Total Load D+L Shear 486.# 2498.# 19% 0.4' Total Load D+L LL Deflection 0.1088" 0.3896" L/999+ 6.23' Total Load L TL Deflection 0.1486" 0.5844" L/943 6.23' Total Load D+L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table