摘要
为解决"U"型钢截面反拱梁在底鼓治理中出现的失稳破坏问题,建立了两铰反拱受力模型,利用弹性稳定理论求出两铰圆弧反拱稳定特征方程,求解出两铰反拱临界屈曲载荷解析解;并利用ANSYS建立"U"型钢反拱梁模型,模拟分析U25、U29和U36三种不同截面反拱梁在承受径向均布载荷条件下,反拱梁临界屈曲载荷和Mises应力与反拱圆心角之间的关系.结果表明:当反拱圆心角在70°时,三种"U"型钢截面反拱的临界屈曲载荷达到最大,随后加大圆心角则屈曲载荷平均以4.0%的速度缓慢下降,表明反拱梁在圆心角70°时稳定性较好,而Mises应力最大值则均出现在反拱梁的两端部和跨中底部,最小值出现在梁跨中上表面.设计的U36型钢反拱梁在淮南某矿石门处100 m试验段内的底板治理中得到成功应用,研究成果可为类似底板治理工程提供一定技术参考.
In order to solve the instability problem of antiarch beam with U-shaped steel section in treating the heaving floor, the force model of two hinged antiarch was built, characteristic equation of two hinged antiarch stability was found under elastic stability theory, hence the critical buckling load analytical solution was obstained. The model of U-shaped steel antiarch was built under the assistance of ANSYS, and the built-in non-linear buckling analytical module was simulated three kinds of sections, which were U25, U29, and U36, respectively, and all of them were under the impact of radical uniformly distributed load, and thus relationship between buckling load, Mises mechanical stress and central angle of antiarch was able to come into being. The results show that critical buckling load of three U-shaped steel sections reaches its peak value as central angle is 70~as to antiarch, then the load will glide down at the rate of 4.0% with the continue increase of the angle, it thus manifests that 70~for central angle is optimum for overall stability but the maximum value of Mises mechanical stress is at both ends of antiarch beams and cross their bottoms and the minimum value is across the upper surface of beam span. The designed U36 steel antiarch steam was successfully applied to the floor govemment within 100m test section at Huainan mine. Above results provide feasible methodology and theoretical foundation for similar engineering practice.
出处
《辽宁工程技术大学学报（自然科学版）》
CAS
北大核心
2016年第11期1247-1254,共8页
Journal of Liaoning Technical University (Natural Science)
基金
中煤科工集团重庆研究院有限公司青年创新基金项目(2014QNJJ22)
国家自然科学基金项目(51274193)
