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23A-061 CS 2nd floor Girder CalcsCS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 Keiter63MapleSt - Level 8 5- 7-18 7:19am 1 of 4 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: 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: 4.4 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" 4' 1.00" 84 28 Live 1 2 4 1 0 4 1 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 202# -- 2 4' 1.000" Wall N/A N/A 1.500" 202# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 145# 56# 2 145# 56# Design spans 3' 5.375" Product: Spruce-Pine-Fir #2 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 174.'# 2300.'# 7% 1.97' Total Load D+L Shear 131.# 1958.# 6% 0.26' Total Load D+L LL Deflection 0.0020" 0.1149" L/999+ 1.97' Total Load L TL Deflection 0.0028" 0.1724" L/999+ 1.97' 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™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 Keiter63MapleSt - Level 8 5- 7-18 7:19am 2 of 4 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: 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: 4.4 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' 3.75" 167 56 Live 1 2 7 3 12 7 3 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 758# -- 2 7' 3.750" Wall N/A N/A 1.500" 758# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 557# 200# 2 557# 200# Design spans 6' 8.125" Product: Spruce-Pine-Fir #2 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 1264.'# 2300.'# 54% 3.59' Total Load D+L Shear 620.# 1958.# 31% 6.59' Total Load D+L LL Deflection 0.0560" 0.2226" L/999+ 3.59' Total Load L TL Deflection 0.0761" 0.3339" L/999+ 3.59' 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™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 Keiter63MapleSt - Level 8 5- 7-18 7:19am 3 of 4 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: 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: 4.4 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" 5' 8.75" 5 1 Live Replacement Uniform (PLF) Top 0' 0.00" 11' 7.75" 27 7 Live Replacement Uniform (PLF) Top 5' 8.75" 11' 7.75" -53 -13 Live Replacement Uniform (PLF) Top 5' 8.75" 11' 7.75" 27 7 Live Replacement Uniform (PLF) Top 5' 8.75" 11' 7.75" 40 13 Live Point (LBS) Top 5' 10.25" 162 81 Live 1 2 11 7 12 11 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" 479# -70# 2 11' 7.750" Girder N/A N/A N/A 699# -253# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 344# 135# 2 512# 187# Design spans 10' 11.625" Product: Spruce-Pine-Fir #2 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. Review gravity uplift reaction force of 254lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1961.'# 2300.'# 85% 5.85' Total Load D+L Negative Moment 517.'# 2300.'# 22% 7.52' Total Load D+L Shear 624.# 1958.# 31% 10.81' Total Load D+L LL Deflection 0.2133" 0.3656" L/617 5.87' Total Load L TL Deflection 0.2961" 0.5484" L/444 5.87' 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™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 Keiter63MapleSt - Level 8 5- 7-18 7:19am 4 of 4 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: 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: 9.6 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" 3' 10.00" 5 1 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 3.00" 27 7 Live Replacement Uniform (PLF) Top 3' 10.00" 9' 4.00" 27 7 Live Replacement Uniform (PLF) Top 3' 10.00" 15' 3.00" -53 -13 Live Replacement Uniform (PLF) Top 3' 10.00" 15' 3.00" 40 13 Live Replacement Uniform (PLF) Top 9' 4.00" 15' 3.00" 27 7 Live Point (LBS) Top 0' 4.63" 1 201 Live Point (LBS) Top 0' 4.63" 363 0 Snow Point (LBS) Top 3' 11.50" 570 238 Live 1 2 15 3 0 15 3 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" 1554# -9# 2 15' 3.000" Girder N/A N/A N/A 1110# -387# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 924# 363# 588# 2 795# 0# 316# Design spans 14' 6.875" 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. Review gravity uplift reaction force of 387lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4750.'# 13958.'# 34% 6.21' Total Load D+L Negative Moment 1319.'# 13958.'# 9% 8.4' Total Load D+L Shear 1271.# 6317.# 20% 0.4' Total Load D+L TL Deflection 0.3638" 0.7286" L/480 7.67' Total Load D+L LL Deflection 0.2591" 0.4858" L/674 7.67' Total Load L 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.