二次内爆作用下钢筋混凝土结构累积毁伤研究  

Study on Cumulative Damage Effects of Reinforced Concrete Structure under Double Internal Explosions

作　　者：邓鹏[1,2] 杨文汐 胡世君 张舵 张超[1,2] 陈仁朋[1,2] DENG Peng;YANG Wenxi;HU Shijun;ZHANG Duo;ZHANG Chao;CHEN Renpeng(College of Civil Engineering,Hunan University,Changsha 410082,China;Hunan Engineering Research Central for Advanced Technology and Intelligent Equipment for Underground Space Development,Changsha 410082,China;College of Science,National University of Defense Technology,Changsha 410073,China)

机构地区：[1]湖南大学土木工程学院,湖南长沙410082 [2]地下空间开发先进技术与智能装备湖南省工程研究中心,湖南长沙410082 [3]国防科技大学理学院,湖南长沙410073

出　　处：《湖南大学学报(自然科学版)》2025年第3期119-128,共10页Journal of Hunan University:Natural Sciences

基　　金：长沙市杰出创新青年培养计划资助项目(kq2107010);国家自然科学基金资助项目(11972371)。

摘　　要：钢筋混凝土结构是常见的建筑结构形式,其内部爆炸的毁伤效应研究具有十分重要的现实意义.本研究通过与试验数据对比,验证了钢筋混凝土结构有限元建模方法的准确性.基于此方法,建立了2/3缩比的钢筋混凝土剪力墙结构有限元模型,分析不同房间单独爆炸作用下顶板和剪力墙构件的破坏模式和动力响应,以及两个房间连续爆炸后的累积毁伤发展规律.研究表明:采用1 kg TNT单独爆炸时,毁伤主要发生在沿顶板的塑性铰线方向和墙板构件的连接支座处,顶板的破坏程度、位移和加速度响应均显著高于剪力墙,房间二和房间三顶板中心峰值位移分别达到41.5 mm和63.1 mm,残余位移分别为32.2 mm和46.1mm;两个房间连续爆炸工况下,对于强度较低、初始毁伤较大的板构件,二次连续内爆作用下的累积毁伤明显高于单独爆炸的毁伤线性叠加,房间二和房间三的顶板中心峰值位移分别高出133.6%和24.9%,残余位移分别高出144.6%和29.4%,因此必须考虑累积毁伤效应;但是,对于强度较高、初始毁伤较弱的墙构件,二次连续爆炸作用下的累积毁伤略微高于单独爆炸的毁伤线性叠加,可认为二者近似相等,此情况下可不考虑累积毁伤效应的影响.Reinforced concrete structures are common forms of building structures,and the study of the damage effects of internal explosions is of great practical significance.In this study,the accuracy of the finite element modeling method for reinforced concrete structure was validated by comparing its predictions with the experimental data.Based on this method,a 2/3 scaled finite element model of a reinforced concrete shear wall structure was established to analyze the damage patterns and dynamic response of the top slab and shear wall components under two separate explosions in different rooms,as well as the cumulative damage development patterns after two successive explosions.The study reveals that:under the two separate explosions of 1kg TNT,the damage mainly occurs along the plastic hinge line of the top slab and at the connection supports of the wall and slab.The damage degree,displacement and acceleration of the top slab are significantly higher than that of the shear wall.The peak displacements at the center of the top slab in Room 2 and Room 3 reach 41.5 mm and 63.1 mm,respectively,with residual displacements of 32.2 mm and 46.1 mm.Under successive explosions in two rooms,for the slabs with lower strength and greater initial damage,the cumulative damage under the two successive internal explosions is significantly higher than the linear superposition of damages from two separate explosions.The peak displacements of the top slab center in Room 2 and Room 3 are 133.6%and 24.9%higher,and the residual displacements are 144.6% and 29.4% higher,respectively,indicating the necessity to consider cumulative damage effects.However,for the wall components with higher strength and weaker initial damage,the cumulative damage caused by the successive explosions is slightly higher than the linear superposition of damages from two separate explosions.They can be considered approximately equal,which means the cumulative damage can be neglected.

关 键 词：钢筋混凝土 有限元法 连续爆炸 累积毁伤 动态响应 

分 类 号：TU375[建筑科学—结构工程]