基于土体等效线性黏弹性模型的地下综合管廊地震响应  

Seismic Response of Underground Utility Tunnel Based on Equivalent Linear Viscoelastic Model of Soil

作　　者：李金奎[1,2] 汪洋 杨承源 庄文 LI Jinkui;WANG Yang;YANG Chengyuan;ZHUANG Wen(The Architecture and Engineering of Dalian University, Dalian 116000, China;Dalian Tunnel and Underground Engineering Center, Dalian 116000, China)

机构地区：[1]大连大学建筑工程学院,辽宁大连116000 [2]大连市隧道与地下工程中心,辽宁大连116000

出　　处：《灾害学》2021年第3期64-70,76,共8页Journal of Catastrophology

基　　金：国家自然科学基金(51174038,51878108);辽宁省教育厅项目(L2014693)。

摘　　要：以大连旅顺新区地下综合管廊工程为研究背景,利用ABAUQS有限元软件,建立了三维有限元模型,土体与管廊结构采用了三维实体全积分单元,采用等效线性黏弹性模型来模拟土体的动力非线性特性、线弹性模型模拟管廊结构。数值模拟考虑了土-结构相互作用,模型四周及底边设置黏弹性边界,地震动以等效节点力的形式输入,研究管廊在Kobe地震波四种不同地震动强度水平向(X向)作用下的结构响应,研究表明:①震中及震后管廊的应力、位移、相对位移都随地震动强度的增大而增大,在地震过程中,管廊的应力、位移最大值在0.05 g时为1.545 MPa、0.03495 m,0.10 g时为3.061 MPa、0.06857 m,0.15 g时为4.599 MPa、0.10323 m,0.20 g时增加到5.572 MPa、0.13545 m。②震中及震后管廊的应力比、位移比说明了土体在大震中发生了更大的不可恢复的变形,也说明了管廊等地下结构的地震破坏主要是由土体变形引起。③管廊中隔墙上端部、下端部为管廊的抗震薄弱位置,在进行管廊抗震设计时,应采取有效措施提高这些部位的抗震性能。Taking the underground utility tunnel project in Lvshun New Area of Dalian as the research background,a three-dimensional finite element model is established by using ABAUQS finite element software.The three-dimensional solid full integral element is used for the soil and the tutility tunnel structure,and the equivalent linear viscoelastic model is used to simulate the dynamic nonlinear characteristics of soil,the linear elastic model is used to simulate the utility tunnel structure.In the numerical simulation,the soil-structure interaction is considered,the viscoelastic boundarys are set the around and the bottom of the model.The ground motion is input in the form of equivalent nodal force.The structural response of the tutility tunnel under four different ground motion intensities horizontal direction(X direction)of the Kobe seismic wave is studied.The results show that:①The stress,displacement,and relative displacement of the utility tunnel in the duiring and the post earthquake all increase with the increase of the ground motion intensity.During the earthquake,the maximum stress and displacement of the utility tunnel are 1.545 MPa and 0.03495 m at 0.05 g,3.061 MPa and 0.06857 m at 0.10 g,4.599 MPa and 0.10323 m at 0.15 g,and increase to 5.572 MPa and 0.13545 m at 0.20 g.②The stress ratio and displacement ratio of the utility tunnel in the during and the post earthquake indicate that the soil has a greater irrecoverable deformation during a major earthquake,and it also shows that the seismic damage of underground structures such as utility tunnel is mainly caused by soil deformation.③The upper end and lower end of the middle partition wall of the utility tunnel are the weak seismic positions of the utility tunnel.In the seismic design of the utility tunnel,effective measures should be taken to improve the seismic performance of these parts.

关 键 词：等效线性黏弹性模型 地下综合管廊 土-结构相互作用 黏弹性边界 地震响应 

分 类 号：X43[环境科学与工程—灾害防治] P315[天文地球—地震学]