【摘要】 大坝顶部闸墙在强震作用下易震损,变位较大,从而对闸门安全运行产生影响,为此探讨地震作用下坝顶闸墙的动力响应十分重要。应用大型有限元分析软件ADINA建立了典型坝段、地基及顶部闸墙结构的整体三维数值仿真模型,地基采用Mohr-Coulomb模型,坝体和闸墙采用concrete模型,输入人工拟合的地震波研究了两种布置型式的闸墙动力响应和极限抗震能力。结果表明,#2坝段闸墙的结构型式在地震作用下会产生较大的横河向变位,设计地震作用下闸墙横河向最大相对位移已达到6.496 mm,但残余相对位移较小;#2坝段允许承受的地震波峰值为0.22g,此时闸墙底部已发生贯穿破坏,闸墙横河向的残余相对位移为-11.637mm,这可能对闸门的安全运行产生影响。更多还原

【Abstract】 The lock wall located at the top of dam is easily damaged under high seismic intensity,which will cause large displacement of the lock wall and make a serious impact on the safe operation of the gate.Therefore,it’s important to study the dynamic response of the lock wall at the top of dam.Based on finite element software ADINA,a whole threedimensional numerical simulation model which consists of typical dam sections,foundation and structure of lock wall is established.The foundation is adopted with Mohr-Coulomb model,the dam body and lock wall are adopted with concrete model.Then dynamic response and ultimate seismic capacity of the lock wall with two kinds of layout form are studied by inputting artificial fitting earthquake waves.The results show that the structure of No.2dam section is more likely to cause large transverse displacement,and the maximum relative displacement of the lock wall under the design earthquake condition reaches 6.496 mm,but the residual relative displacement is small;the ultimate peak value of the earthquake wave that No.2dam section can bear is 0.22 gwhile the bottom of the lock wall is damaged thoroughly,and the residual relative displacement of the lock wall is-11.637 mm,which would cause a serious impact on the safe operation of the gate.更多还原