Explicit Buckling Analysis of Rotationally Restrained Plates on Rigid Base Under Various Loading Conditions

doi:10.16183/j.cnki.jsjtu.2020.353

Abstract

Abstract:

In order to investigate the unilateral buckling behavior of rectangular plates with different elastic rotational restraint stiffnesses on the rigid foundation, the buckling of rectangular plates with elastic rotation constraints on the rigid foundation under linear pressure and uniform shear force is studied. According to the buckling deformation under different loading conditions, the appropriate deflection surface function is proposed, and the theoretical solution to critical buckling load is deduced from the energy variation of plate buckling by using the Rayleigh-Ritz method. The buckling formula of the thin plate at the combined bending-shear stress is obtained by using the correlation stability checking formula. A finite element model is established to analyze the influence of different base stiffnesses and bending-shear ratios on the bending shear composite buckling stress. The results are compared with the web buckling test result of a semi filled steel box concrete composite beam in the negative moment region. The results show that the rigid foundation of semi filled concrete can be simplified as an elastic foundation with a stiffness coefficient slightly lower than 5.

Key words: rectangular plate, Ritz method, rigid foundation, rotationally restrained boundary, critical buckling coefficient, combined bending-shear stress

CLC Number:

TB12
O343.9

WU Tao, MO Shixu, XIANG Yongbin, ZOU Zequn, ZHENG Yan. Explicit Buckling Analysis of Rotationally Restrained Plates on Rigid Base Under Various Loading Conditions[J]. Journal of Shanghai Jiao Tong University, 2022, 56(1): 114-126.

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应变片编号	高度/mm	应变值×10⁶
YY1-1	50	-1016.36
YY1-2	100	-874.56
YY1-3	150	-727.06
YY1-4	200	-575.86
YY1-5	250	-435.06

弯剪比β	弯曲压力/kN	剪力/kN
0	0	8087.65
0.1	743.46	7434.86
0.25	1643.64	6574.57
0.5	2706.99	5413.98
1	3840.12	3840.12
1.5	4323.32	2882.17
2	4539.25	2269.55
2.5	4647.50	1859.00
3	4708.85	1569.57
4	4771.77	1192.91
6	4817.67	802.95
10	4841.84	484.20
β→+∞	4772.20	0