黏弹性边界的二次开发及其在地下结构抗震分析中的应用
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摘要
在对地下结构进行抗震分析时,土体边界条件和地震波的施加方法直接关系到运算结果的精准程度。为了使地下结构抗震分析建模更加高效,分析结果更加合理,对边界和地震波的施加算法进行了程序化设计,利用Python语言对ABAQUS进行了二次开发,编写了黏弹性边界和地震波统一自动施加程序,建立了土体—隧洞结构相互作用的三维有限元分析模型。结果表明:该方法可以实现黏弹性边界和地震波的快速自动施加,能够很好地模拟波动在土体中的传播规律;在靠近土体边界附近一定范围内的加速度峰值有3%左右的误差,当模型尺寸取9倍的结构宽度时可以消除这一影响;隧洞结构纵向端部2～3倍结构宽度范围内的计算结果偏大。
In the seismic analysis of underground structure, the boundary conditions of soil and the seismic wave application methods are directly related to the accuracy of calculation results. In order to make the seismic analysis more effictive and more reasonable, the application algorithm of boundary and seismic waves was programmed and a secondary development of ABAQUS with Python was done. A finite element analysis model with 3 D nonlinear soil-tunnel interaction was established by using the unified automatic impose program for viscoelastic boundary and seismic waves. The results show that this method can apply the viscoelastic boundary and the seismic waves automatically and can reflect the seismic law of foundation reasonably. There is a deviation in peak acceleration deviation(about 3%) near the model border and it can be eliminated when the FEM size is 9 times larger than the width of structure. The calculation results in the scope of 2 D～3 D(D represents the width of structure) width of the tunnel structure end are deviated to be larger.
In the seismic analysis of underground structure, the boundary conditions of soil and the seismic wave application methods are directly related to the accuracy of calculation results. In order to make the seismic analysis more effictive and more reasonable, the application algorithm of boundary and seismic waves was programmed and a secondary development of ABAQUS with Python was done. A finite element analysis model with 3 D nonlinear soil-tunnel interaction was established by using the unified automatic impose program for viscoelastic boundary and seismic waves. The results show that this method can apply the viscoelastic boundary and the seismic waves automatically and can reflect the seismic law of foundation reasonably. There is a deviation in peak acceleration deviation(about 3%) near the model border and it can be eliminated when the FEM size is 9 times larger than the width of structure. The calculation results in the scope of 2 D～3 D(D represents the width of structure) width of the tunnel structure end are deviated to be larger.
引文
[1]解祎.基于黏弹性人工边界的地铁隧道地震响应分析[D].天津:天津大学,2013.
[2]谷音,刘晶波,杜义欣.三维一致粘弹性人工边界及等效粘弹性边界单元[J].工程力学,2007,24(12):31-37.
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[6]章小龙,李小军,陈国兴,等.黏弹性人工边界等效荷载计算的改进方法[J].力学学报,2016,48(5):1126-1135.
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[13]孙奔博,胡良明,付晓龙.围岩类型及衬砌厚度对水工隧洞地震动力响应的影响分析[J].水利水电技术,2017,48(3):19-24,45.
[14]刘晶波,谷音,杜义欣.一致粘弹性人工边界及粘弹性边界单元[J].岩土工程学报,2006,28(9):1070-1075.
[15] LIU J B,WANG V,LI B. Efficient procedure for seismic analysis of soil-structure interaction system[J]. Tsinghua Science and Technology,2006,11(6):625-631.
[16]张强,马永,李四超.基于Python的ABAQUS二次开发方法与应用[J].舰船电子工程,2011,31(2):131-134.
[17]王辉,李廷春,王清标,等.基于Python的ABAQUS二次开发及其在浅埋偏压隧道分析中的应用[J].现代隧道技术,2015,52(2):160-165.
[18]李勇. Python web开发学习实例[M].北京:清华大学出版社,2011.
[19]黄胜,陈卫忠,伍国军,等.地下工程抗震分析中地震动输入方法研究[J].岩石力学与工程学报,2010,29(6):1254-1262.
[20]杜修力,赵密.基于黏弹性边界的拱坝地震反应分析方法[J].水利学报,2006,37(9):1063-1069.
[21]王国波,徐海清,于艳丽.“群洞效应”对紧邻交叠盾构隧道及场地土地震响应影响的初步分析[J].岩土工程学报,2013,35(5):968-973.
[22] GB 50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2011.
[23]王国波,陈梁,徐海清,等.紧邻多孔交叠隧道抗震性能研究[J].岩土力学,2012,33(8):2483-2490.
[24]李凤稳,孙常新.水工隧洞地震作用计算模型的适用性研究[J].水利水电技术,2017,48(4):42-46.
[2]谷音,刘晶波,杜义欣.三维一致粘弹性人工边界及等效粘弹性边界单元[J].工程力学,2007,24(12):31-37.
[3]廖振鹏.工程波动理论导论[M]. 2版.北京:科学出版社,2002.
[4] LYSMER J,KULEMEYER R L. Finite dynamic model for infinite media[J]. Journal of Engineering Mechanics,ASCE,1969,95(4):859-877.
[5] DEEKS A J,RANDOLPH M F. Axisymmetric time-domain transmitting boundaries[J]. Journal of Engineering Mechanics,ASCE,1994,120(1):25-42.
[6]章小龙,李小军,陈国兴,等.黏弹性人工边界等效荷载计算的改进方法[J].力学学报,2016,48(5):1126-1135.
[7]刘晶波,吕彦东.结构-地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.
[8]刘晶波,李彬.三维黏弹性静-动力统一人工边界[J].中国科学E辑:工程科学材料科学2005,35(9):966-980.
[9] LIU J B,DU Y X,DU X L,et al. 3D viscous-spring artificial boundary in time domain[J]. Earthquake Engineering and Engineering Vibration,2006,5(1):93-102.
[10] LIU J B,LIU S,DU X L. A method for the analysis of dynamic response of structure containing non-smooth contactable interfaces[J]. Acta Mechanica Sinica,1999,15(1):63-72.
[11] DU X L,WANG J T. Seismic response analysis of arch dam-water-rock foundation systems[J]. Earthquake Engineering and Engineering Vibration,2004,3(2):283-291.
[12]邱流潮,金峰.地震分析中人工边界处理与地震动输入方法研究[J].岩土力学,2006,27(9):1501-1504.
[13]孙奔博,胡良明,付晓龙.围岩类型及衬砌厚度对水工隧洞地震动力响应的影响分析[J].水利水电技术,2017,48(3):19-24,45.
[14]刘晶波,谷音,杜义欣.一致粘弹性人工边界及粘弹性边界单元[J].岩土工程学报,2006,28(9):1070-1075.
[15] LIU J B,WANG V,LI B. Efficient procedure for seismic analysis of soil-structure interaction system[J]. Tsinghua Science and Technology,2006,11(6):625-631.
[16]张强,马永,李四超.基于Python的ABAQUS二次开发方法与应用[J].舰船电子工程,2011,31(2):131-134.
[17]王辉,李廷春,王清标,等.基于Python的ABAQUS二次开发及其在浅埋偏压隧道分析中的应用[J].现代隧道技术,2015,52(2):160-165.
[18]李勇. Python web开发学习实例[M].北京:清华大学出版社,2011.
[19]黄胜,陈卫忠,伍国军,等.地下工程抗震分析中地震动输入方法研究[J].岩石力学与工程学报,2010,29(6):1254-1262.
[20]杜修力,赵密.基于黏弹性边界的拱坝地震反应分析方法[J].水利学报,2006,37(9):1063-1069.
[21]王国波,徐海清,于艳丽.“群洞效应”对紧邻交叠盾构隧道及场地土地震响应影响的初步分析[J].岩土工程学报,2013,35(5):968-973.
[22] GB 50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2011.
[23]王国波,陈梁,徐海清,等.紧邻多孔交叠隧道抗震性能研究[J].岩土力学,2012,33(8):2483-2490.
[24]李凤稳,孙常新.水工隧洞地震作用计算模型的适用性研究[J].水利水电技术,2017,48(4):42-46.