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

Table 2

Critical moments for the selected beams under pure bending.

Section		/m				= 6	N = 30		Diff.1/%		Diff.2/%
A	1.063	6	1	1	0	0.687	0.687	0.680	0.91	0.689	−0.35
	0.797	8	1	1	0	0.802	0.802	0.801	0.22	0.808	−0.66
	0.531	12	1	1	0	1.066	1.066	1.068	−0.23	1.076	−0.96
B	0.569	6	0.125	1	−0.322	0.391	0.391	0.383	1.85	0.641	61.35
	0.427	8	0.125	1	−0.322	0.541	0.541	0.535	1.15	0.809	46.51
	0.284	12	0.125	1	−0.322	0.871	0.871	0.867	0.52	1.162	30.43
C	0.569	6	8	1	0.322	1.035	1.035	1.048	−1.28	0.641	−39.11
	0.427	8	8	1	0.322	1.185	1.185	1.204	−1.55	0.809	−33.11
	0.284	12	8	1	0.322	1.515	1.515	1.539	−1.53	1.162	−25.02

Note. Diff.1 = ()/  ×  100%; Diff.2 = ()/  ×  100%.