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25C-242 CS Girder CalcsCS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 BruursmeaNathaniel239BridgeSt 6- 3-15 3:52pm 1 of 7 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: 7.2 PLF Filename: Q:\Bruursmea Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 10' 8.25" 5 1 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 8.25" 27 7 Live 1 2 10 3 4 0 5 0 10 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" 231# -- 2 10' 3.250" Wall N/A N/A 1.500" 233# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 157# 75# 2 158# 75# Design spans 9' 10.625" 0' 0.375" (right cant) Product: SYP (PT) #1 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 571.# 4635.# 12% 5.33' Odd Spans D+L Shear 195.# 3238.# 6% 9.78' Total Load D+L LL Deflection 0.0202" 0.3295" L/999+ 5.33' Odd Spans L TL Deflection 0.0299" 0.4943" L/999+ 5.33' Odd Spans D+L LL Defl., Rt. 0.0010" 0.2000" 2L/749 10.69' Odd Spans L TL Defl., Rt. 0.0010" 0.2000" 2L/749 10.69' Odd Spans 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 BruursmeaNathaniel239BridgeSt 6- 3-15 3:52pm 2 of 7 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: CalcG2 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: 7.2 PLF Filename: Q:\Bruursmea 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" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 11.50" 5 1 Live Replacement Uniform (PLF) Top 3' 6.00" 13' 11.50" 27 7 Live 12 3 3 6 0 0 2 4 10 3 4 13 11 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 3' 7.125" Wall N/A N/A 1.500" 432# -- 2 13' 11.500" Wall N/A N/A 1.500" 224# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 292# 140# 2 158# 66# Design spans 3' 7.125" (left cant) 9' 11.750" Product: SYP (PT) #1 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 534.# 4635.# 11% 8.58' Even Spans D+L Negative Moment 302.# 4635.# 6% 3.59' Total Load D+L Shear 228.# 3238.# 7% 3.6' Total Load D+L LL Deflection 0.0210" 0.3326" L/999+ 8.58' Even Spans L TL Deflection 0.0279" 0.4990" L/999+ 8.58' Even Spans D+L LL Defl., Lt. -0.0242" 0.2396" 2L/999+ 0' Even Spans L TL Defl., Lt. -0.0281" 0.3594" 2L/999+ 0' Even Spans D+L Control: TL Defl., Lt. 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 BruursmeaNathaniel239BridgeSt 6- 3-15 3:52pm 3 of 7 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: CalcG3 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: 5.7 PLF Filename: Q:\Bruursmea Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 11.50" 5 1 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 11.50" 27 7 Live 1 2 3 11 8 3 11 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" 72# -- 2 3' 11.500" Wall N/A N/A 1.500" 72# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 50# 22# 2 50# 22# Design spans 3' 2.250" Product: SYP (PT) #1 2 x 8 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 58.# 3285.# 1% 1.98' Total Load D+L Shear 45.# 2538.# 1% 3.09' Total Load D+L LL Deflection 0.0010" 0.1062" L/999+ 1.98' Total Load L TL Deflection 0.0010" 0.1594" L/999+ 1.98' Total Load D+L Control: Shear 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 BruursmeaNathaniel239BridgeSt 6- 3-15 3:52pm 4 of 7 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: 5.7 PLF Filename: Q:\Bruursmea Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 11.50" 5 1 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 11.50" 27 7 Live 1 2 3 11 8 3 11 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" 72# -- 2 3' 11.500" Wall N/A N/A 1.500" 72# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 50# 22# 2 50# 22# Design spans 3' 2.250" Product: SYP (PT) #1 2 x 8 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 58.# 3285.# 1% 1.98' Total Load D+L Shear 45.# 2538.# 1% 3.09' Total Load D+L LL Deflection 0.0010" 0.1062" L/999+ 1.98' Total Load L TL Deflection 0.0010" 0.1594" L/999+ 1.98' Total Load D+L Control: Shear 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 BruursmeaNathaniel239BridgeSt 6- 3-15 3:52pm 5 of 7 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: 5.7 PLF Filename: Q:\Bruursmea Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 7' 9.50" 70 18 Live 1 2 7 9 8 7 9 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" 327# -- 2 7' 9.500" Wall N/A N/A 1.500" 327# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 246# 81# 2 246# 81# Design spans 7' 0.250" Product: SYP (PT) #1 2 x 8 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 574.# 3285.# 17% 3.9' Total Load D+L Shear 271.# 2538.# 10% 0.4' Total Load D+L LL Deflection 0.0236" 0.2340" L/999+ 3.9' Total Load L TL Deflection 0.0315" 0.3510" L/999+ 3.9' 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 BruursmeaNathaniel239BridgeSt 6- 3-15 3:52pm 6 of 7 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: 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: 7.2 PLF Filename: Q:\Bruursmea Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 10' 5.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 11.50" 27 7 Live Replacement Uniform (PLF) Top 10' 5.50" 13' 11.50" 5 1 Live Replacement Uniform (PLF) Top 10' 5.50" 13' 11.50" 642 64 Live Point (LBS) Top 13' 10.00" 0 90 Live 1 2 3 10 4 6 3 7 2 0 1 0 14 0 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" 297# -- 2 10' 4.375" Wall N/A N/A 1.500" 2035# -- 3 13' 11.500" Wall N/A N/A 1.500" 1300# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 217# 80# 2 1712# 323# 3 1129# 171# Design spans 9' 11.750" 3' 7.125" 0' 1.000" (right cant) Product: SYP (PT) #1 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 973.# 4635.# 20% 12.34' Even Spans D+L Negative Moment 997.# 4635.# 21% 10.36' Total Load D+L Shear 1050.# 3238.# 32% 10.37' Total Load D+L LL Deflection 0.0200" 0.3326" L/999+ 4.88' Odd Spans L TL Deflection 0.0267" 0.4990" L/999+ 4.88' Odd Spans D+L LL Defl., Rt. 0.0010" 0.2000" 2L/999+ 14.04' Even Spans L TL Defl., Rt. 0.0010" 0.2000" 2L/999+ 14.04' Even Spans D+L Control: Shear 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 CS Structure™ 2.10.1 [Build 1] kmBeamEngine 4.13.4.1 Materials Database 1527 BruursmeaNathaniel239BridgeSt 6- 3-15 3:52pm 7 of 7 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: 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: 8.5 PLF Filename: Q:\Bruursmea Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" 642 64 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 9.50" 70 18 Live Replacement Uniform (PLF) Top 4' 0.75" 7' 9.50" 642 64 Live Point (LBS) Top 3' 7.25" 0 90 Live 1 2 7 9 8 7 9 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" 2746# -- 2 7' 9.500" Wall N/A N/A 1.500" 2738# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 2391# 354# 2 2391# 347# Design spans 7' 0.250" Product: SYP (PT) #1 2 x 8 3 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 4688.# 5667.# 82% 3.72' Total Load D+L Shear 2261.# 3806.# 59% 0.4' Total Load D+L LL Deflection 0.1492" 0.2340" L/564 3.9' Total Load L TL Deflection 0.1729" 0.3510" L/487 3.9' 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