Dimensionless Analytical Solution and New Design Formula for Lateral-Torsional Buckling of I-Beams under Linear Distributed Moment via Linear Stability Theory

Table 4

Critical moments for the selected beams under linear distributed moment.

Section		/m				= 6	= 30		Diff.1/%
A	1.063	6	1	0.5	0	0.906	0.906	0.897	0.99
	1.063	6	1	0.1	0	1.179	1.179	1.164	1.30
	1.063	6	1	0	0	1.265	1.265	1.247	1.45
	1.063	6	1	−0.1	0	1.357	1.357	1.336	1.63
	1.063	6	1	−0.5	0	1.766	1.766	1.720	2.69
	1.063	6	1	−1	0	1.872	1.872	1.809	3.48
B	0.569	6	0.125	0.5	−0.322	0.512	0.512	0.502	1.92
	0.569	6	0.125	0.1	−0.322	0.649	0.649	0.635	2.18
	0.569	6	0.125	0	−0.322	0.689	0.689	0.673	2.29
	0.569	6	0.125	−0.1	−0.322	0.730	0.730	0.713	2.41
	0.569	6	0.125	−0.5	−0.322	0.908	0.908	0.883	2.88
	0.569	6	0.125	−1	−0.322	1.075	1.075	1.088	1.19
C	0.569	6	8	0.5	0.322	1.365	1.365	1.385	−1.50
	0.569	6	8	0.1	0.322	1.767	1.767	1.784	−0.93
	0.569	6	8	0	0.322	1.889	1.889	1.900	−0.56
	0.569	6	8	−0.1	0.322	2.017	2.017	2.029	−0.60
	0.569	6	8	−0.5	0.322	2.263	2.262	2.228	1.55
	0.569	6	8	−1	0.322	1.126	1.126	1.090	3.29

Note. Diff.1 = ()/  × 100%.