Steel Structures

Beams/Columns/Connections

Beam-Column Design

This is based on the AISC chapter H titled "Design of Members for Combined Forces and Torsion" 14th edition
Ensure all fields are either equal to or greater than 0, otherwise computed values will be incorrect

Input
Live Axial Load PL
Dead Axial Load PD
x-x axis
Live Lateral Load QL
Dead Lateral Load QD
Unbraced Length Lbx
End Condition Cbx
φbMpx
φbMpy
y-y axis
Live Lateral Load QLy
Dead Lateral Load QDy
Unbraced Length Lby
End Condition Cby
Section Specific find in
AISC
Nominal Capacity φMnx
Cbx * φbMnx {{cbmnx()}} kip-ft
Nominal Capacity φbMny
Cby * ΦbMny {{cbmny()}} kip-ft
Nominal Axial φcPn

Output

Must check φbMp Beam Design Charts in AISC and compare with φbMn and use the smaller value
Check φbMp vs φcMn
Design Moment x {{checkfibmpx()}} kip-ft
Design Moment y {{checkfibmpy()}} kip-ft
Factored Load Pu {{Pu()}} kips
Factored Load Qux {{Qux()}} kips
Factored Load Quy {{Quy()}} kips
Maximum Moment in x Mux {{Mux()}} kip-ft
Maximm Moment in y Muy {{Muy()}} kip-ft
Check Interaction Formula {{checkif()}}
Mux/φbMnx {{momentRatiox()}}
Muy/φbMny {{momentRatioy()}}
Result of Interaction Formula {{rIF()}}
Section Capacity Check {{checkIF()}}