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10D-019 2nd floor girder CalcsCS Structure™ 2.14.50 [Build 4] kmBeamEngine 4.13.4.1 Materials Database 1530 JazabEd167MainStLeeds101515 -10-23-15 1:59pm 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: 10.2 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" 10' 1.00" 69 17 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 1.00" 223 56 Live 1 2 10 1 0 10 1 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 1748# -- 2 10' 1.000" Wall SPF Plate (425psi) N/A 1.500" 1748# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 1361# 388# 2 1361# 388# Design spans 9' 3.875" Product: Spruce-Pine-Fir #2 2 x 12 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 4075.# 7960.# 51% 5.24' Total Load D+L Shear 1397.# 4556.# 30% 0.59' Total Load D+L LL Deflection 0.0664" 0.3108" L/999+ 5.24' Total Load L TL Deflection 0.0853" 0.4661" L/999+ 5.24' 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 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.14.50 [Build 4] kmBeamEngine 4.13.4.1 Materials Database 1530 JazabEd167MainStLeeds101515 -10-23-15 1:59pm 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: 10.2 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" 10' 1.00" 69 17 Live Replacement Uniform (PLF) Top 0' 0.00" 10' 1.00" 310 77 Live 1 2 10 1 0 10 1 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 2253# -- 2 10' 1.000" Wall SPF Plate (425psi) N/A 1.500" 2253# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 1765# 489# 2 1765# 489# Design spans 9' 3.875" Product: Spruce-Pine-Fir #2 2 x 12 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 5252.# 7960.# 65% 5.24' Total Load D+L Shear 1800.# 4556.# 39% 0.59' Total Load D+L LL Deflection 0.0861" 0.3108" L/999+ 5.24' Total Load L TL Deflection 0.1099" 0.4661" L/999+ 5.24' 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 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. CS Structure™ 2.14.50 [Build 4] kmBeamEngine 4.13.4.1 Materials Database 1530 JazabEd167MainStLeeds101515 -10-23-15 1:59pm 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: 6.8 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" 6' 10.00" 52 17 Live Replacement Uniform (PLF) Top 0' 0.00" 6' 10.00" 232 77 Live 1 2 6 10 0 6 10 0 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" 1208# -- 2 6' 10.000" Wall SPF Plate (425psi) N/A 1.500" 1208# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 890# 318# 2 890# 318# Design spans 6' 3.250" Product: Spruce-Pine-Fir #2 2 x 12 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 1894.# 4614.# 41% 3.31' Total Load D+L Shear 847.# 3038.# 27% 0.19' Total Load D+L LL Deflection 0.0198" 0.2090" L/999+ 3.31' Total Load L TL Deflection 0.0269" 0.3135" L/999+ 3.31' 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™ 2.14.50 [Build 4] kmBeamEngine 4.13.4.1 Materials Database 1530 JazabEd167MainStLeeds101515 -10-23-15 1:59pm 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: 6.8 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" 0' 3.88" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" 27 7 Live Replacement Uniform (PLF) Top 0' 3.88" 3' 6.50" 13 3 Live Replacement Uniform (PLF) Top 3' 6.50" 3' 8.75" 27 7 Live 1 2 3 8 12 3 8 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" 94# -- 2 3' 8.750" Wall SPF Plate (425psi) N/A 1.500" 92# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 66# 28# 2 65# 27# Design spans 3' 3.500" Product: Spruce-Pine-Fir #2 2 x 12 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 76.# 4614.# 1% 1.86' Total Load D+L Shear 40.# 3038.# 1% 2.69' Total Load D+L LL Deflection 0.0010" 0.1097" L/999+ 1.86' Total Load L TL Deflection 0.0010" 0.1646" L/999+ 1.86' 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™ 2.14.50 [Build 4] kmBeamEngine 4.13.4.1 Materials Database 1530 JazabEd167MainStLeeds101515 -10-23-15 1:59pm 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: 6.8 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" 0' 4.88" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" -53 -13 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 3' 8.75" 40 13 Live Replacement Uniform (PLF) Top 0' 4.88" 3' 7.50" 13 3 Live Replacement Uniform (PLF) Top 3' 7.50" 3' 8.75" 27 7 Live Point (LBS) Top 0' 3.50" 37 88 Live 1 2 3 8 12 3 8 12 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 304# -- 2 3' 8.750" Wall SPF Plate (425psi) N/A 1.500" 176# -95# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 167# 137# 2 128# 48# Design spans 3' 2.625" Product: Spruce-Pine-Fir #2 2 x 12 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 142.# 4614.# 3% 1.9' Total Load D+L Negative Moment 77.# 4614.# 1% 1.9' Total Load D+L Shear 74.# 3038.# 2% 2.71' Total Load D+L LL Deflection 0.0010" 0.1073" L/999+ 1.9' Total Load L TL Deflection 0.0010" 0.1609" L/999+ 1.9' 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 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™ 2.14.50 [Build 4] kmBeamEngine 4.13.4.1 Materials Database 1530 JazabEd167MainStLeeds101515 -10-23-15 1:59pm 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: 22.2 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" 18' 7.00" 12 3 Live Replacement Uniform (PLF) Top 0' 0.00" 18' 7.00" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 18' 7.00" 150 50 Live Point (LBS) Top 0' 4.63" 2 598 Live Point (LBS) Top 0' 4.63" 1353 0 Snow Point (LBS) Top 3' 11.88" 1861 534 Live Point (LBS) Top 7' 5.13" 1435 428 Live Point (LBS) Top 18' 2.38" 0 106 Live Point (LBS) Top 18' 2.38" 2 257 Live Point (LBS) Top 18' 2.38" 2 494 Live Point (LBS) Top 18' 2.38" 740 0 Snow Point (LBS) Top 18' 2.38" 988 0 Snow 1 2 18 7 0 18 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.829" 6050# -- 2 18' 7.000" Wall SPF Plate (425psi) N/A 1.500" 5127# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 4032# 1353# 2011# 2 2626# 1728# 1862# Design spans 17' 9.750" Product: 1-3/4x11-1/4 VERSA-LAM 2.0 3100 SP 4 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 23395.# 39956.# 58% 7.43' Total Load D+L Shear 5189.# 14962.# 34% 0.4' Total Load D+L TL Deflection 0.7508" 0.8906" L/284 9.29' Total Load D+L LL Deflection 0.5526" 0.5938" L/386 9.29' Total Load L 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 Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table CS Structure™ 2.14.50 [Build 4] kmBeamEngine 4.13.4.1 Materials Database 1530 JazabEd167MainStLeeds101515 -10-23-15 1:59pm 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: 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: 11.1 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" 6' 7.00" 52 17 Live Replacement Uniform (PLF) Top 0' 0.00" 7' 4.00" 167 56 Live Replacement Uniform (PLF) Top 6' 7.00" 7' 4.00" -214 -55 Live Replacement Uniform (PLF) Top 7' 4.00" 12' 1.25" 181 87 Live Replacement Uniform (PLF) Top 7' 4.00" 12' 3.00" -201 -23 Live Replacement Uniform (PLF) Top 12' 1.25" 16' 3.50" 223 56 Live Point (LBS) Top 7' 5.50" 172 133 Live Point (LBS) Top 12' 1.25" 0 24 Live Point (LBS) Top 12' 8.63" 793 630 Live 1 2 16 3 8 16 3 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) N/A 1.870" 2782# -471# 2 16' 3.500" Wall SPF Plate (425psi) N/A 2.366" 3520# -654# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 1893# 888# 2 2311# 1208# Design spans 15' 8.750" Product: 1-3/4x11-1/4 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 472lbs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 655lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12387.# 19210.# 64% 9.04' Total Load D+L Negative Moment 3762.# 19210.# 19% 9.04' Total Load D+L Shear 3248.# 7481.# 43% 15.33' Total Load D+L TL Deflection 0.6728" 0.7865" L/280 8.25' Total Load D+L LL Deflection 0.4396" 0.5243" L/429 8.25' Total Load L 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