强震作用下堤坝海床地基液化分析
摘要
液化问题是具有理论价值和实际意义的热点和难点问题。目前国内外对陆地砂性土地基地震液化研究较多,而对海床砂性土的液化研究相对较少。海上和沿海区域砂性土孔隙比高,密实度差,许多物理指标与淤泥相当,国内外可供借鉴的工程较少,对该类地基的地震加固处理带来了风险和困难。
本文对饱和砂土液化的研究现状进行了回顾,对液化机理、传统判别方法、液化的数值模拟方面进行了总结归纳,着重介绍了杨朝晖叠套屈服面本构和抗震软件OpenSees.对于计算所需的材料参数,建立了各参数与相对密实度之间的关系,根据土体的相对密实度即可得到计算参数；使用上述方法得到计算参数,对土体单元采用软件OpenSees计算获得了土体抗液化强度,同时采用地震液化理论获得抗液化强度,两种不同方法所得结果基本一致,从而验证了本文所用方法的适用性,同时也体现了材料模拟液化的能力。
通过动三轴试验观察了饱和砂土在循环荷载作用下的液化情况,研究了循环应力比、固结应力和相对密实度对液化的影响,并得到了饱和砂土在循环荷载作用下超静孔压和轴向应变的发展规律。
以印尼万丹省苏娜拉亚火电厂8号机组循环水进水明渠堤坝为研究背景,对该场地进行了液化分析。根据场地的历史地震情况,选择了合适的地震输入曲线,以加速度峰值αmax=0.3g为地震输入,对自由场地进行了计算分析,判定了场地的液化情况,并计算了可能发生的变形情况；对堤坝及地基整体进行了有限元动力分析,得到了整体的位移场,预测了堤坝和地基在强震作用下的流滑和震陷；最后分析了碎石桩处理地基后堤坝的地震响应,评价处理效果。
本文对饱和砂土液化的研究现状进行了回顾,对液化机理、传统判别方法、液化的数值模拟方面进行了总结归纳,着重介绍了杨朝晖叠套屈服面本构和抗震软件OpenSees.对于计算所需的材料参数,建立了各参数与相对密实度之间的关系,根据土体的相对密实度即可得到计算参数；使用上述方法得到计算参数,对土体单元采用软件OpenSees计算获得了土体抗液化强度,同时采用地震液化理论获得抗液化强度,两种不同方法所得结果基本一致,从而验证了本文所用方法的适用性,同时也体现了材料模拟液化的能力。
通过动三轴试验观察了饱和砂土在循环荷载作用下的液化情况,研究了循环应力比、固结应力和相对密实度对液化的影响,并得到了饱和砂土在循环荷载作用下超静孔压和轴向应变的发展规律。
以印尼万丹省苏娜拉亚火电厂8号机组循环水进水明渠堤坝为研究背景,对该场地进行了液化分析。根据场地的历史地震情况,选择了合适的地震输入曲线,以加速度峰值αmax=0.3g为地震输入,对自由场地进行了计算分析,判定了场地的液化情况,并计算了可能发生的变形情况；对堤坝及地基整体进行了有限元动力分析,得到了整体的位移场,预测了堤坝和地基在强震作用下的流滑和震陷；最后分析了碎石桩处理地基后堤坝的地震响应,评价处理效果。
引文
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4. Aubry D., Hujeux J.G., Lassoudiere F., Memoin Y. A double memory model with multiple mechanisms for cyclic soil behavior [J]. International Symposium on Numerical Models in Geomechanics, NUMOG,1982,3-13.
5. Baladi G.Y., Renoud-Lias. An elasto-plastic constitutive model for saturated sand subjected to monotonic and/or cyclic loading [C]. Proc.3rd Inter.Conf.on Numerica Methods in Geomechnics, Achen:1979.
6. Bartlett S.F., Youd T.L. Empirical prediction of lateral spread displacement [J]. Journal of Geotechnical Engineering, ASCE,1995,121(4):316-329.
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9. Chai J.C., Shen S.L., Miura N., Bergado D.T. Simple method of modeling PVD-improved subsoil[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 127(11):965-972.
10. Carter J.P., Booker J.R., Wrothu C.P. A critical state soil model for cyclic loading. In:Pande G.N., Zienkiewicz O.C.,eds. Soil Mechanics-Transient and Cyclic Loadings. London:John Wiley and Son,1982:35-62.
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12. Casagrande A. Liquefaction and Cyclic Deformation of Sands:A Critical Review. Presented at Fifth Panamerican Conference on Soil Mechanics and Foundation Engineering. Buenos Aires. Argentina:1975
13. Catro G., Poulos S.J. Factors affecting liquefaction and cyclic mobility [J]. Journal of the Geotechnical Engineering Division, ASCE,1977,103(GT6).
14. Chan A.H.C. A unified finite element solution to static and dynamic geomechanics problems [PhD dissertation]. University College of Swansea, Wales,1988.
15. Chan A.H.C. User's manual for DIANA-SWANDYNE II.Report of Department of Civil Engineering, Glasgow University,1990.
16. Dobry R., Ladd R.S., Yokel F.Y., Chung R.M., Powell D. Prediction of pore water pressure buildup and liquefaction of sands during earthquakes by the cyclic strain method. NBS Building Science Series 138, National Bureau of Stands,1982, US Department of Commerce.
17. Guangwen Zhang. Estimation of liquefaction-induced ground deformations by CPT&SPT-based approaches [D].University of Alberta,2001.
18. Hardin B.O., Drnevich V.P. Shear modulus and damping in soils:measurement and parameter effects [J]. Journal of the Soil Mechanics and Foundation Engineering Division,1972, 98(6):603-624.
19. Idriss I.M., Lysmer J., Hwang R., Seed H.B. QUAD-4:a computer program for evaluating the seismic response of soil structures by variable damping finite element procedures. Report EERC73-16, University of California, Berkeley,1973.
20. Ishihara K. Soil behaviour in earthquake geotechnics [M]. Oxford, Clarendon Press,1996.
21. Ishihara K. Undrained deformation and liquefaction of sand under cyclic stress [J]. Soil and Foundation,1975,15(1):13-28.
22. Iwan W.D. On a class of models for the yielding behavior of continuous and composite systems [J]. Journal of Applied Mechanics Transactions of the ASME,1967,34(3):612-617.
23. Kabilamany K., Ishihara K. Stress dilatancy and hardening laws for rigid granular model of sand [J]. Soil Dynamics and Earthquake Engineering,1990,9(2):66-77
24. Kabilamany K., Ishihara K. Cyclic behavior of sand by the multiple shear mechanism model [J]. Soil Dynamics and Earthquake Engineering,1991,10(2):74-83.
25. Kawai T. Summary report on the development of the computer program DIANA-Dynamic Interaction Approach and Nonlinear Analysis. Science University of Tokyo, Tokyo,1985.
26. Kramer S.L., Seed H.B. Initiation of soil liquefaction under static loading [J]. Journal of the Geotechnical Engineering, ASCE,1988,114(4).
27. Krieg R.D. A practical two surface theory [J]. Applied Mechanics,1975,42.
28. Kulhawy F.H., Mayne P.W. Manual on estimating soil properties for foundation design. Report EL-6800, Electric Power Research Inst., Palo Alto,1990,306.
29. Liao S., Whitman R.V. Overburden correction factors for SPT in sand [J]. Journal of Geotechnical Engineering, ASCE,1986,112(3):373-377.
30. Li X.S., Wang Z.L., Shen C.K. SUMDES:A nonlinear procedure for response analysis of horizontally-layered sites subjected to multidirectional earthquake loading. Department of Civil Engineering, University of California, Davis,1992.
31. Lysmer J., Udaka T., Tsai C.F., Seed H.B. FLUSH:a computer program for approximate 3-D analysis of soil-structure interaction problems. Report EERC75-30, Earthquake Engineering Researching Center, University of California, Berkeley,1975.
32. Mastuoka H. Stress-strain relationship of sand based on the mobilized plane [J]. Soil and Foundations,1974,14(2):1-27.
33. Mazzoni S, McKenna F, Fenves G.L. OpenSees command language manual. Pacific Earthquake Engineering Center, University of California, Berkeley, CA,2005.
34. Mejia L.H., Seed H.B. Three dimensional dynamic response analyses of earth dams. Report EERC-81-115,1987,34-46.
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