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BC - BEAM TO COLUMN - continued... <br /> RISC <br /> Web Local Crippling (J10-5b) <br /> 4= 2.00 <br /> Demand R n R n/0 <br /> kip kip kip Stress <br /> 73.17 231.1 115.5 63.3% OK <br /> RISC <br /> Web Sidesway Buckling Does not apply for cont. braced beams (J10-6) <br /> 4= 1.76 <br /> Demand Rn Rn/0 <br /> kip kip kip Stress <br /> 73.17 N/A N/A N/A N/A <br /> AISC <br /> Web Compression Buckling (J10-8) <br /> 0= 1.67 <br /> Demand Rn Rn/f) <br /> kip kip kip Stress <br /> 73.17 177.0 106.0 69.0% OK <br /> Summary Rn/f) <br /> Flange Local Bending: 108.1 67.7% Min 106.0 <br /> Web Local Yielding: 185.6 39.4% Demand 73.17 <br /> Web Local Crippling: 115.5 63.3% <br /> Web Sidesway Buckling: <br /> Web Compression Buckling: 106.0 69.0% <br /> Transverse stiffeners are NOT REQUIRED <br /> Design Stiffeners AISC <br /> The following section does not apply if the above criteria are all met (J4-6) <br /> Fy Fu t b h lb tw K-cut <br /> ksi ksi in in in in in in <br /> 36 58 0.5 4.9775 28.28 3.9775 0.545 1 <br /> I A plates web A r Kh/r <br /> in"4 in^2 in^2 in^2 in --- <br /> 48.3 4.98 3.56 8.54 5.66 5.00 OK <br /> 0= 1.67 <br /> Demand Pn Pn/0 <br /> kip kip kip Stress <br /> 73.2 179.2 107.3 68.2% OK <br /> /LIP <br />