This site is home to applications for engineers developed by Mark Lasby.

## Lateral Unsupported Wide Flange Beam - CSA S16-14

Calculates the 10 lightest acceptable wide flange steel beam sections for given values of F

_{y}, ω_{2}, M_{f}and L. CSA S16-14 Design of Steel Structures clauses 11, 13.5 and 13.6 are applied in the calculations. L is the length of the un-braced compression flange, not the beam span. ω_{2}is the bending moment gradient factor defined in clause 13.6(a).## Wide Flange Beam Column - CSA S16-14

Calculates the 10 lightest acceptable wide flange steel beam-column sections for given values of F

_{y}, C_{f}, M_{fx}, L_{x}, L_{y}, k_{x}, k_{y}, ω_{2 }and I_{req’d}. CSA S16-14 Design of Steel Structures clauses 11, 13.5 and 13.6 are applied in the calculations. The axial capacity calculations are based on the rolled section equations. The x axis is the strong axis. ω_{1}= 1. L_{x}and L_{y}are the un-braced lengths about the x and y axes. L_{y}is used to calculate the lateral torsion buckling moment. ω_{2}is the bending moment gradient factor defined in clause 13.6(a).## Square and Rectangular HSS Beam Column - CSA S16-14

Calculates the 10 lightest acceptable square or rectangular HSS beam-column for given values of F

_{y}, C_{f}, M_{fx}, L_{x}, L_{y}, k_{x}, k_{y}, ω_{2 }and I_{req’d}. CSA S16-14 Design of Steel Structures clauses 11, 13.5 and 13.6 are applied in the calculations. Dimensions and section properties are based on CSA G40.21, not ASTM A500. The axial capacity calculations are based on the Class C equations. For rectangular sections, the larger dimension is the strong axis. The x axis is the strong axis. ω_{1}= 1. L_{x}and L_{y}are the un-braced lengths about the x and y axes. ω_{2}is the bending moment gradient factor defined in clause 13.6(a).## Round HSS Beam Column - CSA S16-14

Calculates the 10 lightest acceptable round HSS beam-column for given values of F

_{y}, C_{f}, M_{fx}, L_{x}, L_{y}, k_{x}, k_{y}, ω_{2 }and I_{req’d}. CSA S16-14 Design of Steel Structure clauses 11, 13.5 and 13.6 are applied in the calculations. Dimensions and section properties are based on CSA G40.21, not ASTM A500. The axial capacity calculations are based on the Class C equations. ω_{1}= 1. L_{x}and L_{y}are the un-braced lengths about the x and y axes. ω_{2}is the bending moment gradient factor defined in clause 13.6(a).## Structural Steel Section Properties

The US Metric data is derived from AISC version 15.0 (2017) and Steel Tube Institute (2018) spreadsheets, which are available on line. In accordance with the license for these spreadsheets, you are prohibited from disseminating this data. Properties for HSS sections are based on full wall thickness per ASTM A1085 or CSA G40.21, not ASTM A500.

**Launch US Metric Section Properties**

The Canadian data is derived from CISC SST9.2 data file from the 9th edition of the Canadian Steel Handbook (2007). More up to date information has not been published by CISC in a machine readable format. In accordance with the license for SST9.2, you are prohibited from disseminating this data.

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