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CS 1st floor Beam CalcsCS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 1 of 5 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: CalcB5 Member Type: Beam 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/480 live, L/360 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" 10' 6.00" 359 90 Live Point (LBS) Top 0' 4.63" 0 0 Snow Point (LBS) Top 0' 4.63" 0 45 Live Point (LBS) Top 0' 4.63" 0 69 Live Point (LBS) Top 0' 4.63" 141 0 Snow Point (LBS) Top 10' 1.38" 1 196 Live Point (LBS) Top 10' 1.38" 408 0 Snow 1 2 10 6 0 10 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.500" 2345# -- 2 10' 6.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.500" 2428# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 1748# 141# 597# 2 1748# 408# 680# Design spans 9' 8.750" 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 5426.'# 13958.'# 38% 5.25' Total Load D+L Shear 1868.# 6317.# 29% 0.4' Total Load D+L TL Deflection 0.1848" 0.3243" L/631 5.25' Total Load D+L LL Deflection 0.1448" 0.2432" L/806 5.25' 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 CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 2 of 5 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: CalcB14 Member Type: Beam 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/480 live, L/360 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.3 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" 1' 0.00" 698 173 Live Replacement Uniform (PLF) Top 1' 0.00" 6' 9.25" -41 0 Snow Replacement Uniform (PLF) Top 1' 0.00" 6' 9.25" 698 141 Live Replacement Uniform (PLF) Top 6' 9.25" 15' 0.00" -41 0 Snow Replacement Uniform (PLF) Top 6' 9.25" 15' 0.00" 698 141 Live Replacement Uniform (PLF) Top 15' 0.00" 16' 0.00" 698 173 Live Replacement Uniform (PLF) Top 16' 0.00" 30' 0.00" 877 219 Live Point (LBS) Top 0' 4.63" 5047 0 Snow Point (LBS) Top 0' 4.63" 4096 3362 Live Point (LBS) Top 1' 1.75" -20 29 Snow Point (LBS) Top 14' 10.25" -19 30 Snow Point (LBS) Top 15' 9.25" 36 9 Live Point (LBS) Top 15' 9.25" 67 157 Snow Point (LBS) Top 15' 9.38" 5721 0 Snow Point (LBS) Top 15' 9.38" 4452 5148 Live Point (LBS) Top 29' 7.38" 31 42 Snow 1 2 3 16 0 0 14 0 0 30 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 4.316" 14727# -- 2 16' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 8.138" 27772# -- 3 30' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 1.923" 6563# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 8819# 4778# 4342# 2 18769# 5401# 9003# 3 5272# 80# 1291# Design spans 15' 7.375" 13' 7.375" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Minimum 8.14" bearing required at bearing # 2 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 18994.'# 45294.'# 41% 23.49' Even Spans D+L Negative Moment 26097.'# 45294.'# 57% 16' Total Load D+L Shear 8217.# 13965.# 58% 16.01' Total Load D+L TL Deflection 0.2999" 0.5205" L/624 7.41' Odd Spans D+L LL Deflection 0.2650" 0.3904" L/707 7.41' Odd Spans L CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 3 of 5 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. 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™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 4 of 5 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: CalcB18 Member Type: Beam 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/480 live, L/360 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.4 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" 3' 3.75" 862 216 Live Replacement Uniform (PLF) Top 3' 3.75" 4' 3.75" 718 177 Live Replacement Uniform (PLF) Top 4' 3.75" 10' 1.00" 5 0 Snow Replacement Uniform (PLF) Top 4' 3.75" 10' 1.00" 719 181 Live Replacement Uniform (PLF) Top 10' 1.00" 18' 3.75" 5 0 Snow Replacement Uniform (PLF) Top 10' 1.00" 18' 3.75" 719 181 Live Replacement Uniform (PLF) Top 18' 3.75" 19' 7.75" 718 177 Live Point (LBS) Top 0' 7.13" 14104 4011 Live Point (LBS) Top 0' 7.13" 0 42 Live Point (LBS) Top 19' 0.63" 36 9 Live Point (LBS) Top 19' 0.63" 36 9 Live Point (LBS) Top 19' 0.63" 67 157 Snow Point (LBS) Top 19' 0.63" 67 157 Snow Point (LBS) Top 19' 0.63" 666 0 Snow Point (LBS) Top 19' 0.63" 4639 2866 Live Point (LBS) Top 19' 0.63" 34 0 Snow Point (LBS) Top 19' 0.63" 18 90 Live 1 2 3 9 9 12 9 10 0 19 7 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 6.483" 22125# -- 2 9' 9.750" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 3.120" 10648# -- 3 19' 7.750" Wall SPF #3/Stud 2x or 4x End-Grain (650psi) N/A 3.397" 11592# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 17322# 6# 4803# 2 8379# 51# 2270# 3 7634# 850# 3958# Design spans 9' 2.625" 9' 2.875" 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. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7294.'# 21774.'# 33% 4.32' Odd Spans D+L Negative Moment 9886.'# 21774.'# 45% 9.81' Total Load D+L Shear 4632.# 9476.# 48% 9.35' Total Load D+L TL Deflection 0.1324" 0.3073" L/835 4.74' Odd Spans D+L LL Deflection 0.1139" 0.2305" L/971 4.74' Odd Spans L CS Structure™ 2016.11 [Build 16] kmBeamEngine 2016.9.0.3 Materials Database 1557 FerrariBishopGorman - Level 6 2- 6-17 1:16pm 5 of 5 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. 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