黏性泥石流作用下砌体结构破坏仿真分析
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摘要
为了研究黏性泥石流携带石块撞击砌体结构的破坏机理,使用接触算法代替砂浆作用,利用LS-DYNA建立了三维实体砌体结构有限元模型,分析了砌体结构在黏性泥石流与石块撞击作用下的应力分布和传播,对比了不同速度泥石流冲击有无圈梁构造柱两种砌体结构的整体响应,得到了砌体结构受混合体冲击时的破坏形式和节点位移。研究表明:对于案例中的普通砌体结构,当携带石块的黏性泥石流冲击速度小于5m/s时,结构未发生破坏,整体处于弹性状态;当冲击速度高于8m/s时,砌体结构迎撞面发生严重的局部破坏,导致整体连续倒塌;而配置圈梁构造柱的砌体结构在冲击速度达到10m/s后才发生破坏,表明圈梁构造柱的合理配置能显著提高砌体结构的抗连续倒塌能力。
In order to study the failure mechanism of viscous debris flow carrying stone impacting masonry structure, contact algorithm was used to instead of mortar effect, LS-DYNA was used to establish a three-dimensional solid masonry structure finite element model, the stress distribution and propagation of masonry structure under the impact of viscous debris flow and rock were analyzed, and the overall response of two masonry structures with or without ring beam and column under the impact of debris flow at different speeds was compared. The failure form and joint displacement of the masonry structure subjected to the impact of the mixture were obtained. The research shows that for the ordinary masonry structure in this case, when the impact velocity of the viscous debris flow carrying stones is less than 5 m/s, the structure is not damaged, and the whole is in an elastic state. When the impact velocity is higher than 8 m/s, serious local damage occurred on the collision surface of the masonry structure, resulting in continuous collapse of the whole masonry; and the masonry structure with ring beam and structural column was destroyed after the impact velocity reached 10 m/s. It shows that the reasonable arrangement of the structural columns and the ring beam can significantly improve capacity of resisting progressive collapse for masonry structure.
In order to study the failure mechanism of viscous debris flow carrying stone impacting masonry structure, contact algorithm was used to instead of mortar effect, LS-DYNA was used to establish a three-dimensional solid masonry structure finite element model, the stress distribution and propagation of masonry structure under the impact of viscous debris flow and rock were analyzed, and the overall response of two masonry structures with or without ring beam and column under the impact of debris flow at different speeds was compared. The failure form and joint displacement of the masonry structure subjected to the impact of the mixture were obtained. The research shows that for the ordinary masonry structure in this case, when the impact velocity of the viscous debris flow carrying stones is less than 5 m/s, the structure is not damaged, and the whole is in an elastic state. When the impact velocity is higher than 8 m/s, serious local damage occurred on the collision surface of the masonry structure, resulting in continuous collapse of the whole masonry; and the masonry structure with ring beam and structural column was destroyed after the impact velocity reached 10 m/s. It shows that the reasonable arrangement of the structural columns and the ring beam can significantly improve capacity of resisting progressive collapse for masonry structure.
引文
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[2]LEONARDI ALESSANDRO,WITTEL FALK,MENDOZA MILLER,et al.Particle-fluid-structure interaction for debris flow impact on flexible barriers[J].Computer-Aided Civil and Infrastructure Engineering,2016,31(5):323-333.
[3]陈琛,许琳娟,邓君宇.泥石流成因与危害分析及防治对策[J].河南水利与南水北调,2012(4):50-53.
[4]瞿燕林,王艳梅.泥石流及其防治措施综述[J].西部探矿工程,2013(8):92-94.
[5]骆曦.我国村镇既有砌体结构房屋现状分析及加固[D].武汉:华中科技大学,2012:96.
[6]CALVO B,SAVI F.A real-world application of Monte Carlo procedure for debris flow risk assessment[J].Computers and Geosciences,2009,35(5):967-977.
[7]CHEN X Q,CUI P,CHEN N S,et al.Calculation of discharge of debris flows caused by moraine-dam failure at Midui Gully,Tibet,China[J].Iranian Journal of Science&Technology,Transaction B,2007,31(B2):195-207.
[8]康志成,李焯芬,马蔼乃,等.中国泥石流研究[M].北京:科学出版社,2004:159-162.
[9]陈洪凯,唐红梅.泥石流两相冲击力及冲击时间计算方法[J].中国公路学报,2006,19(3):19-23.
[10]魏鸿.泥石流龙头对坝体冲击力的试验研究[J].中国铁道科学,1996(3):50-62.
[11]李培振,李进.泥石流冲击作用下砌体结构破坏机理研究[J].华中科技大学学报(自然科学版),2017(7):1-5.
[12]程选生,张爱军,任毅.泥石流作用下砌体结构的破坏机理和防倒塌措施[J].工程力学,2015(8):156-163.
[13]雷雨,崔鹏,蒋先刚,泥石流作用下砌体房屋破坏机理与结构优化[J].四川大学学报(工程科学版),2016(4):61-69.
[14]谢修齐,沈寿长.一种采用输移浓度为主要参数的泥石流流量计算新方法[J].中国铁道科学,2000,21(3):92-98.
[15]胡衡等.泥石流冲击力的野外测量[J].岩石力学与工程学报,2006(S1):2813-2819.
[16]OTTOSEN NS.A Failure criterion for concrete[J].Journal of Engineering Mechanics,1977,103(4):527-535.
[17]吴积善.论泥石流学[J].山地研究,1996,14(2):89-95.
[18]泥石流灾害防治工程设计规范:DZ/T 0220-2006[S].北京:人民交通出版社,2006.
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