饱和砂土液化过程中桩土相互作用p-y曲线研究
|
摘要
评价地震荷载作用下桩的水平承载特性是进行桩基础设计的一项重要内容。虽然国内外对饱和砂土液化后的桩基水平承载力已有一些研究,但是仍然没有得到一个被广泛接受的结论。注意到地震荷载作用下,尽管饱和砂土没有液化,但是由于震动残余孔压的产生会导致土层发生弱化,以往的研究很少探讨弱化土层中桩的水平承载特性。为此,本文通过水平荷载作用下的桩土相互作用模型试验,研究不同弱化状态以及液化后的饱和砂土中单桩的水平承载特性及相应的p-y关系曲线,具体内容如下:
首先,应用有效应力原理,提出了一种模拟震动导致的具有残余孔压饱和砂土与桩相互作用的模型试验方法。该方法通过在饱和土层中施加反压,使饱和砂土中维持某一特定的孔压比,以此模拟震动荷载作用下饱和砂土中由于残余孔压的产生而导致土强度降低的弱化状态。进而针对不同弱化状态的饱和土层进行了水平荷载作用下的单桩承载特性模型试验,研究了残余孔压对桩基水平承载力的影响。结果表明,随土层残余孔压的增加,桩的水平承载力逐渐降低,土层液化后,其降低的程度与已有的振动台及离心模型试验结果一致。
进一步,分析了弱化饱和砂土层桩土相互作用的p、y关系,研究了确定弱化土层p-y曲线必要参数的变化规律。通过分析土层在液化过程中的破坏模式,提出了依据弱化土强度参数确定其水平极限抗力的方法。通过利用3-D有限元的方法研究三段结构p-y曲线上的特征桩侧位移yu、ym与土反力模量系数的变化,分析了它们随弱化土参数以及桩径的变化关系,建立了依据桩、土参数确定yu、ym及土反力模量系数的方法。
最后,参照Reese及API规范建议的方法,综合本文对弱化p-y曲线及相应参数的研究结果,建立了构造饱和砂土三段结构形式与双曲形式弱化p-y曲线的方法。采用所建立的两种方法确定的饱和砂土弱化p-y曲线与模型试验得到的p-y曲线基本吻合。进一步,依据弱化p-y曲线计算的桩身弯矩与模型试验实测结果也基本一致。这说明本文建立的两种方法均可用于分析具有残余孔压弱化土层中的桩基水平承载特性。相对三段结构形式的弱化p-y曲线,双曲形式的弱化p-y曲线更为简便,更加便于工程应用。
It is very important for the design of foundations to evaluate lateral bearing capacity of piles under seismic loads. Although some researches were done on the lateral bearing capacity of piles in liquefied sand, the conclusion which was widely accepted has not obtained. It is observed that the saturated sand would be degraded because of the residual pore water pressure despite it was not liquefied under seismic loads. There are few researches on lateral bearing capacity of piles in degraded saturated sand so far. Therefore, Model tests of the soil-pile interaction were conducted to research lateral bearing capacity of a single pile in degraded stratum and p-y curves of the stratum in this dissertation. Main achievements are described as follows:
Firstly, a model test method was developed to simulate the interaction of pile and saturated sands with the excess pore water pressure from seismic loads based on the principle of effective stress, in which the residual pore water pressure was simulated by applying the back pressure to the saturated sand stratum. Model tests of the soil-pile interaction corresponding to different degradation state strata were conducted to research the effect of residual pore water pressure on the lateral bearing capacity of the single pile. The results showed that lateral bearing capacity of piles gradually decreased with an increase of residual pore water pressures and model test results were consistent with shaking table and centrifugal model test results for liquefied sands.
Further, the relationship between p and y of degraded saturated strata was analyzed to research variations of parameters determining p-y curves of degraded saturated strata. The method to determine ultimate lateral resistances based on soil strength parameters was established by analyzing the failure mode of liquefying saturated strata. Variations of characteristic lateral displacements, yu and ym, and subgrade reaction modulus coefficient were analyzed to determine degradation p-y curves of three segments frame using the three-dimensional finite element method. Relationships of these parameters with the pile diameter and the degradated strata strengths were established. Methods to determine characteristic lateral displacements and the subgrade reaction modulus coefficient of degraded strata were developed using characteristic parameters of soils and piles.
Finally, methods determining the three segments frame p-y curve and the hyperbolic p-y curve of degraded saturated strata were analyzed based on research results and referencing to methods suggested by Reese and API Code. P-y curves determined by those methods were basically consistent with model test results, and responses of the pile determined using calculated p-y curves were also consistent with model test results, which showed that the lateral capacity of the pile in saturated degradation sand strata could be evaluated using those methods. Comparing to the method to determine degradation p-y curves of three segments frame, the method to determine hyperbolic degradation p-y curves is more convenient and will be easy accepted in engineering practices.
首先,应用有效应力原理,提出了一种模拟震动导致的具有残余孔压饱和砂土与桩相互作用的模型试验方法。该方法通过在饱和土层中施加反压,使饱和砂土中维持某一特定的孔压比,以此模拟震动荷载作用下饱和砂土中由于残余孔压的产生而导致土强度降低的弱化状态。进而针对不同弱化状态的饱和土层进行了水平荷载作用下的单桩承载特性模型试验,研究了残余孔压对桩基水平承载力的影响。结果表明,随土层残余孔压的增加,桩的水平承载力逐渐降低,土层液化后,其降低的程度与已有的振动台及离心模型试验结果一致。
进一步,分析了弱化饱和砂土层桩土相互作用的p、y关系,研究了确定弱化土层p-y曲线必要参数的变化规律。通过分析土层在液化过程中的破坏模式,提出了依据弱化土强度参数确定其水平极限抗力的方法。通过利用3-D有限元的方法研究三段结构p-y曲线上的特征桩侧位移yu、ym与土反力模量系数的变化,分析了它们随弱化土参数以及桩径的变化关系,建立了依据桩、土参数确定yu、ym及土反力模量系数的方法。
最后,参照Reese及API规范建议的方法,综合本文对弱化p-y曲线及相应参数的研究结果,建立了构造饱和砂土三段结构形式与双曲形式弱化p-y曲线的方法。采用所建立的两种方法确定的饱和砂土弱化p-y曲线与模型试验得到的p-y曲线基本吻合。进一步,依据弱化p-y曲线计算的桩身弯矩与模型试验实测结果也基本一致。这说明本文建立的两种方法均可用于分析具有残余孔压弱化土层中的桩基水平承载特性。相对三段结构形式的弱化p-y曲线,双曲形式的弱化p-y曲线更为简便,更加便于工程应用。
It is very important for the design of foundations to evaluate lateral bearing capacity of piles under seismic loads. Although some researches were done on the lateral bearing capacity of piles in liquefied sand, the conclusion which was widely accepted has not obtained. It is observed that the saturated sand would be degraded because of the residual pore water pressure despite it was not liquefied under seismic loads. There are few researches on lateral bearing capacity of piles in degraded saturated sand so far. Therefore, Model tests of the soil-pile interaction were conducted to research lateral bearing capacity of a single pile in degraded stratum and p-y curves of the stratum in this dissertation. Main achievements are described as follows:
Firstly, a model test method was developed to simulate the interaction of pile and saturated sands with the excess pore water pressure from seismic loads based on the principle of effective stress, in which the residual pore water pressure was simulated by applying the back pressure to the saturated sand stratum. Model tests of the soil-pile interaction corresponding to different degradation state strata were conducted to research the effect of residual pore water pressure on the lateral bearing capacity of the single pile. The results showed that lateral bearing capacity of piles gradually decreased with an increase of residual pore water pressures and model test results were consistent with shaking table and centrifugal model test results for liquefied sands.
Further, the relationship between p and y of degraded saturated strata was analyzed to research variations of parameters determining p-y curves of degraded saturated strata. The method to determine ultimate lateral resistances based on soil strength parameters was established by analyzing the failure mode of liquefying saturated strata. Variations of characteristic lateral displacements, yu and ym, and subgrade reaction modulus coefficient were analyzed to determine degradation p-y curves of three segments frame using the three-dimensional finite element method. Relationships of these parameters with the pile diameter and the degradated strata strengths were established. Methods to determine characteristic lateral displacements and the subgrade reaction modulus coefficient of degraded strata were developed using characteristic parameters of soils and piles.
Finally, methods determining the three segments frame p-y curve and the hyperbolic p-y curve of degraded saturated strata were analyzed based on research results and referencing to methods suggested by Reese and API Code. P-y curves determined by those methods were basically consistent with model test results, and responses of the pile determined using calculated p-y curves were also consistent with model test results, which showed that the lateral capacity of the pile in saturated degradation sand strata could be evaluated using those methods. Comparing to the method to determine degradation p-y curves of three segments frame, the method to determine hyperbolic degradation p-y curves is more convenient and will be easy accepted in engineering practices.
引文
[1]卢世深,林亚超,桩基础的计算和分析,北京:人民交通出版社,1987.14~19
[2]物部长穗,土木耐震学(改订版).理工图书,1952
[3] Raes P E. Theory of Lateral Bearing Capacity of Piles, Proc. 1st ICSMFE, 1936
[4] Broms B B. Lateral Resistance of Piles in Cohesive Soils, Proc, J. Soil Mechnics and Foundation Engng Div.v ASCE, 1964, 90(2):27~63
[5] Broms B B. Lateral Resistance of Piles in Cohesionless Soils, Proc, J. Soil Mechnics and Foundation Engng Div. ASCE, 1964, 90(3):123~156
[6] Broms B B. Design of Laterally Loaded Piles, Proc, J. Soil Mechnics and Foundation ASCE, 1965, 91(3):79~99
[7] Chang, Y. L. Discussion on Lateral Pile Loading Tests by Feagin, Trans, ASCE, 1937, 272~278
[8]横山幸满,桩结构物的计算方法和计算实例,唐业清,吴庆荪译,北京:中国铁道出版社,1984
[9]赵明华,王贻荪编著,土力学与基础工程,武汉:武汉理工大学出版社,2000
[10]日本港湾协会,港湾构造物设计基准,1971,5-2:46~61
[11] McClelland B, Focht J A. Soil Modulus for Laterally Loaded Piles[J]. Transactions, ASCE, 1956, 182(4): 1~22
[12] Matlock H. Correlations for design of laterally-loaded piles in soft clay[C]. Proceeding of 2nd Offshore Technology Conference, Houston, 1970, Paper No.1204.
[13] Reese L C, Cox W R. Analysis of Laterally-loaded Piles in Sand[C]. Proceeding of the 6th Offshore Technology Conference, Houston, 1974, Paper No.2080
[14] American Petroleum Institute. Recommended Practice for Planning, Designing, and Constructing Fixed Offshore Platforms, API RP 2A 7th, Washington, 1976, 21~26
[15] Scott R. Analysis of Centrifuge Pile Tests: Simulation of Pile Driving, Research Rpt., OSPAR Project, American Petroleum Institute, Washington, DC. 1980,6, No 13-A
[16] Det Norske Veritas. Rules for the design, construction, and inspection of offshore structures, Appendix F: Foundations, Det Norske Veritas, Hovik, Norway. 1980
[17] Wesselink B D, Murff J D, Randolph M F, Nunez I L, and Hyden A M. Analysis of centrifuge model test data from laterally loaded piles in calcareous sand. Engineering for calcareous sediments, Vol.1, Balkema, Rotterdam, The Netherlands, 261~270
[18] O’Neill M W, Murchinson J M. An evaluation of p-y relationships in sand.Rep. Prepared for American Petroleum Institute, Washington, DC. 1983
[19] American Petroleum Institute. Recommended Practice for Planning, Designing, and Constructing Fixed Offshore Platforms-working Stress Design[S]. RP 2A-WSD, Washington, 2000
[20] Ashour M, Norris G, Pilling P. Lateral loading of a pile in layered soil using the strain wedge model. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 1998, 124(4):303~315
[21] Ashour M, Norris G. Liquefaction and undrained response evaluation of sands from drained formulation. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 1999, 125(8):649~658
[22] Ashour M, Norris G. Modeling lateral soil-pile response on soil-pile interaction. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2000, 126(5), Paper No.19113
[23] Ashour M, Norris G, Singh J P. Calibration of strain wedge model predicted response for piles/shafts in liquefied sand at Treasure Island and cooper river bridge[C]. Proceeding of the 3rd National Seismic Conference and Workshop on Bridges and Highways, Buffalo, 2002, 397~409
[24] Weaver T L, Ashford S A, Rollins K M. Discussion of“Response of a 0.6m Cast-in-Steel-Shell Pile in Liquefied Soil under Lateral Loading”by Thomas J. Weaver, S. A. Ashford, and Kyle M. Rollins[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2006, 132, Paper No.1238
[25]韩理安,水平承载桩的计算,长沙:中南大学出版社,2004
[26]杨克己,李启新等,水平力作用下群桩性状的研究,岩土工程学报,1990, 12(3): 42~52
[27]杨克己等,钢管桩侧向单循环荷载模型试验研究报告,南京:河海大学,1994
[28]章连洋,陈竹昌,粘性土中侧向受载桩的模型试验研究,岩土工程学报,1990, 12(5): 40~50
[29]高明等,桩在侧向静、动,循环荷载下的性能研究及p-y曲线建议公式,海洋工程,1988.6(3): 58~62
[30] Randolph M F. The Response of Flexible Piles to Lateral Loading, Geotechnique, 1981, 31(2):247~259
[31] Kooijman A P. Comparison of An Elastoplastic Quasi Three-dimensional Model for Laterally Loaded Piles with Field Tests, Proc, of the 3rd International Symposium, Numerical Models in Geomechanics, Niagara Falls,Canada, Elsevier Applied Science, 1989, NewYork, 675~682
[32] Trochanis A M., Bielak. Simple Model for Analysis of One or Two Piles, J.Geotech. Engrg, ASCE, 1991, 117(3):448~466
[33] Bransby M F. Selction of p-y Curves for The Design of Single Laterally Loaded Piles, International Journal for Numerical and Analytical Methods in Geomechanics, 1999, 23(15):1909~1926
[34] Bentley K J, EI Naggar M H. Numerical analysis of kinematic response of single piles, Can. Geotech. J., 2000, 37, 1368~1382
[35] Cai Y X. Three-dimensional nonlinear analysis of seismic soil-pile-structure interaction and its application[D]. St. Louis: Washington University, 1995
[36] Cai Y X, Gould P L, Desai C S. Nonlinear analysis of 3D seismic interaction of soil-pile–structure system and application. Eng. Struct, 22(2), 191~199
[37] Maheshwari B K et al. Three–Dimensional Nonlinear Seismic Analysis of Single Piles Using Finite Element Model: Effects of Plasticity of Soil, International Journal of Geomechaincs, ASCE, 2005, 3(5), 35~44
[38]高笑娟等,土参数对支盘桩承载力影响的有限元分析,建筑技术,2007, 38(3), 193~195
[39]苏静波,邵国建,基于P-Y曲线法的水平受荷桩非线性有限元分析,岩土力学,2006,Vol.27,No.6,1781~1785
[40]中国建筑科学研究院主编,JGJ4—80工业与民用建筑灌注桩基础设计与施工规程灌注桩设计与施工规程[M].北京:中国建筑工业出版社,1980
[41] Abdoun T. Modeling of Seismically Induced Lateral Spreading of Multi-layered Soils and Its Effects on Pile Foundations[D]. New York: Rensselaer Polytechnic Institute, 1997
[42] Dobry, R. and T. Abdoun. Post-Triggering Response of Liquefied Soil in The Free Field and Near Foundations" State-of-the-Art Report, Proc. ASCE 1998 Specialty Conference on Geotechnical Earthquake Engineering and Soil Dynamics, Seattle, WA, August 3-6, 1998, Vol. 1, pp. 270~300
[43] Ramos R.Centrifuge Study of Bending Response of File Foundation to a Lateral Spread Including Restraining Effect of Superstructure[D]. New York: Rensselaer Polytechnic Institute, 1999
[44] Wang Y. Modeling of Retrofitting Strategies to Remediate the Effect of Seismically Induced Lateral Spreading of Pile Foundations[D]. New York: Rensselaer Polytechnic Institute, 2001
[45] Wang S T, Reese L C. Design of pile foundations in liquefied soils[C]. Proeeding of Geotechnical Earthquake Engineering and Soil Dynamic Conference, Geotechnical Special Publication No.75, ASCE, Vol.2, 1998, 1331-1343
[46] Seed R B, Harder L F. SPT-based analysis of cyclic pore pressure generation on undrained residual strength. Proceedings of the H. Bolton Seed Memorial Symposium, Bi-Tech Publishing Ltd, Vancouver, B. C., Vol. 2, 1990, 351-376
[47] Liu L, Dobry R. Effect of Liquefaction on Lateral Response of Piles by Centrifuge Model Tests. National Center for Earthquake Engineering Research Bulletin, New York, Vol. 9, No. 1, 1995, 7~11
[48]Wilson D W. Soil–pile–superstructure interaction at soft and liquefying soil sites[D]. Davis California: University of California, 1998
[49] Wilson D W, Boulanger R W, Kutter B L. Seismic lateral resistance of liquefying sand[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2000, 126(10): 898~906
[50] Tokimatsu K. Performance of pile foundations in laterally spreading soils, Proceeding of the Second International Conference of Earthquakes Geotechnical Engineering, Lisbon, Vol. 3, 1999, 957~964
[51] Tokimatsu K, Suzuki H. and Sato M. Influence of inertial and kinematic components on pile response during earthquake. Proc. of 11th International Conference on Soil Dynamics and Earthquake Engineering & 3rd International Conference on Earthquake Geotechnical Engineering, Berkeley.768~775
[52]王建华,冯士伦,桩土相互作用的振动台试验研究.岩土工程学报, 2004,26(5):616~618
[53]王建华,冯士伦,液化土层中桩基水平承载特性分析.岩土力学.2005, 26(10):1597~1601
[54]日本公路桥梁协会,日本公路桥设计规范与说明抗震设计篇[M].日本:日本公路桥梁协会,1981
[55]中华人民共和国国家标准,铁路抗震规范,北京:中国铁道出版社,1989
[56]中国船舶检测局,海上固定平台入级与建造规范,北京:人民交通出版社,1995
[55] Scott R, Liu H. and Ting J. Dynamic Pile Tests by Centrifuge Modeling, Proc. 6th World Conf. Earthquake Eng., New Delhi, Vol. 2, .1977, 1670~1674
[56] Ting, J. and Scott R. Static and Dynamic Lateral Group Action, Proc. 8th World Conf. Earthquake Eng., San Francisco, Vol. 3, 1984, 641~648
[57] Finn W. and Gohl B. Centrifuge Model Studies of Piles Under Simulated Earthquake Lateral Loading, in Dynamic Response of Pile Foundations - Experiment, Analysis, and Observation, Geotech. Spec. Pub. 11, ASCE, 1987, 21~38
[58] Chacko M. Analysis of Dynamic Soil-Pile-Structure Interaction, M.S. Thesis,Univ. of California, Davis, 1995
[59] Kutter B L. Dynamic centrifuge modeling of geotechnical structures. Transportation Research Record 1336, TRB, National Research Council, National Academy Press, Washington, D.C., 1992, pp. 24~30
[60] Kutter B L. and Balakrishnan A. Visualization of soil behavior from dynamic centrifuge model tests, Earthquake Geotechnical Engineering, Proc. Second Int. Conf. On Earthquake Geotechnical Engr., Rotterdam, Vol. 3, 1999, 857~862
[61] Taylor, John R. Linguistic categorization: Prototypes in linguistic theory. 2nd edition. Oxford: Clarendon Press, 1995
[62] Dobry R. and T. Abdoun. Recent Studies on Seismic Centrifuge Modeling of Liquefaction and its Effects on Deep Foundations, State-of-the-Art Report (SOAP3), Proc. Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March 26~31, 2001, Vol. 2, 30 pages
[63]凌贤长,王臣,王成,液化场地桩-土-桥梁结构动力相互作用振动台试验模型相似设计方法.岩石力学与工程学报, 2004, 23(3):450～456
[64] Kubo K. Vibration Test of a Structure Supported by Pile Foundation. Proc. 4th World Conf. Earthquake Eng.Santiago, 1969, A6:1~12
[65] Mizuno H, Iiba M. and Kitagawa Y. Shaking Table Testing of Seismic Building-pile-two-layered-soil Interaction[A]. 8WCEE[C]. USA,1984,3: 649~656
[66] Gohl W. and Finn W. Seismic Response of Single Piles in Shake Table Studies, Proc. 5th Canadian Conf. Earthquake Eng., Ottawa, 1987, 435~443
[67] Matsuda T. and Goto Y. Studies on Experiment Technique of Shaking Table test for Geotechnical Problems, Proc 9th World Conf. Earthquake Eng., Tokyo-Kyoto, Vol.8, 1988, 837~842
[68] Stanton J, Banerjee S. and Hasayen, I. Shaking Table Tests on Piles, WSDOT Rpt. WA-RD 158.1, Washington State Univ., June,1988
[69] Nomura S, Shamoto Y. and Tokimatsu K. Soil-Pile-Structure Interaction During Liquefaction, Proc. 2nd Intl. Conf. on Recent Advances in Geotech. Eng. and Soil Dyn., St. Louis, Vol. 1, 1991, 743~750
[70] Makris N, Tazoh T, Yun X. and Fill A. Prediction of the Measured Response of a Scaled Soil-Pile-Superstructure System, Soil Dyn. Earthquake Eng., 16, 1997, 113~124
[71] Tamura S, Suzuki Y, Tsuchiya T., Fujii S. and Kagawa T. Dynamic Response and Failure Mechanisms of a Pile Foundation During Soil Liquefaction by Shaking Table Test with a Large-scale Laminar Shear Box,Proc.,of12th World Conf.on Earthq. Engrg., Reference ,2000, No.903
[72] Tamura S, Minowa C, Tokimastu K. and Fujii S. Evaluation of Earth Pressure Acting on Embedded Pile-cap Based on Liquefaction Test Using Larger-scale Shaking Table, Japan National Conf.on Geotech.Engrg, 2002
[73] Ting J M. Full-Scale Cyclic Dynamic Lateral Pile Responses. Journal of Geotechnical Engineering, ASCE, Vol 113(1), 30~45
[74] Brown D, Reese L, and O’Neill M. (1987). Cyclic Lateral Loading of a Large Scale Pile Group, J. Geotech. Eng., ASCE, 113(11), 1326~1343
[75] Brown D, Morrison C, and Reese L. (1988). Lateral Load Behavior of a Pile Group in Sand, J. Geotech. Eng., ASCE, 114(11), 1261~1276
[76]韩英才,Novak M.水平荷载作用下单桩的动力分析,地震工程与工程振动,9卷2期,1989(6):97~106
[77]韩英才,Novak M.单桩非线性振动实用分析方法的研究,土木工程学报,22卷3期,1989(8):39~47
[78]韩英才,Novak M.水平荷载作用下群桩动力特性的研究,土木工程学报,25卷5期,1992(10):24~33
[79] Weaver T L. Behavior of Liquefying Sand and CISS Pile During Full-Scale Lateral Load Tests[D]. San Diego California: University of California, 2001
[80] Weaver T L, Ashford S A, Rollins K M. Response of a 0.6m CISS pile in liquefied soil under lateral loading[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2005, 131(1): 94~102
[81] Ashford S A, and Rollins K M. The Treasure Island Liquefaction Test. Final Rep. No. SSRP 2001/17,Dept. of Structural Engineering, Univ. of California, San Diego, 2002
[82] Ashford S A, Weaver T J, and Rollins, K. M. Pore pressure response of liquefied sand in full-scale lateral pile load tests.”Transp. Res. Rec., 1808, 2002: 21~29
[83] Gerber T M. P-y curves for liquefied sand subject to cyclic loading based on testing of full-scale deep foundations[D]. Utah: University of Brigham Young, 2003
[84] Rollins K. M., Gerber, T. M. Lateral Resistance of a Full-Scale Pile Group in Liquefied Sand. J. Geotech. Geoenviron. Eng.,vol(1), 2005, 115~125
[85] Dou H, and Byrne P M. Dynamic Response of Single Piles and Soil-Pile Interaction, Canadian Geotechnical Journal, 1996, 33(1):80~96
[86] Matlock H, and Ripperger E A. Measurement of Soil Pressure on A Laterally Loaded Pile, Proceedings of American Society for Testing Materials. 1958,58(1):1245~1260
[87]陈清军,赵云峰等,振动台模型试验中地基土域的数值模拟,力学季刊,23(3),2002,407~411
[88]南京水利科学研究院,土工试验规程SL237-1999.北京:中国水利水电出版社,1999
[89]冯士伦,可液化土层中桩基横向承载特性研究.博士学位论文,天津大学,2004
[90] Ling L F. Back analysis of lateral load tests on piles. Rep., Civil Engineering Dept., Univ. of Auckland, New Zealand, 1988, No.460
[91] Dunnavant T W, O’Neill M W. Experimental p-y curves model for submerged stiff clay[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 1989, 115(1), 95~114
[92] Teerawut Juirnarongrit. Effect of diameter on the behavior of laterally loadedpiles in weakly cemented sand[D]. San Diego: University of California, 2002
[93] Kim B T, Kim N K, Lee W J, Kim Y S. Experimental load-transfer curves of laterally loaded piles in Nak-Dong river sand[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2004, 130(4): 416~424
[94]王满生,周锡元等,桩土动力分析中接触模型的研究.岩土工程学报, 2005,27(6):616~620
[95] Chia-Cheng Fan. The behavior of laterally loaded single piles and group piles in sand[D]. Urbana-Champaign: University of Illinois,1996
[96] Bhowmik J K. Three-dimensional non-linear finite element analysis of laterally loaded piles in clay[D]. Urbana-Champaign: University of Illinois,1992
[97] Ashford, S A. Teerawut Juirnarongrit. Evaluation of Pile Diameter Effect on Initial Modulus of Subgrade Reaction. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2003, 129(3), 234~242
[98] Bransby M F. Selection of p-y curves for the design of single laterally loaded piles[J]. International Journal for Numerical and Analytical Methods in Geomechanics, 1999, 23(15), 1909~1926
[99] Adrian Rodriguez-Marek, Balasingam Muhunthan. Seismic behavior of micropiles. Civil and Environmental Engineering Department Washington State University, Washington, 2005, 31~33
[100] Terzaghi K. Evaluation of coefficients of subgrade reaction. Geotechnique. 5(4), 1955, 297~326
[101] Vesic A S. Beam on elastic subgrade and the Winkler hypothesis.Proc., 5th Int. Conf. Soil Mechanics and Foundation Engineering,Paris, Vol.1, 1961, 845~850
[102] Carter D P. A non-linear soil model for predicting lateral pile response. Rep., Civil Engineering Dept., Univ. of Auckland, New Zealand, 1984, No.359
[103] Cox W R, Reese L C, Grubbs B R. Field Testing of Laterlly Loaded Piles in Sand. Proceeding of the 6th Offshore Technology Conference, Houston, 1974, Paper No.2079
[104] Reese L C, Welch R C. Lateral loading of deep foundationsin stiff clay. J. Geotech. Eng. Div., Am. Soc. Civ. Eng., 1975, 101(7):633~649
[105] O’Neill M W, Dunnavant T W. A study of effect of scale, velocity, and cyclic degradability on laterally loaded single piles in overconsolidated clay. Rep. No. UHCE 84-7, Dept. of Civil Engineering, Univ. of Houston, Houston, 1984, Paper No.368
[106] Dunnavant T W; and O’Neill M W. Performance, Analysis, and Interpretation of a Lateral Load Test of a 72-Inch-Diameter Bored Pile in Over-Consolidated Clay, Department of Civil Engineering, University of Huston- University Park, Houston, Texas, Report No. UHCE 85-4, September 1985, Paper No.57
[107]国际标准化组织,ISO / CD 19902 (ISO 13819-2:1995)石油天然气工业—海上固定式钢结构物设计标准[M].国际标准化组织,2001,179~181
[2]物部长穗,土木耐震学(改订版).理工图书,1952
[3] Raes P E. Theory of Lateral Bearing Capacity of Piles, Proc. 1st ICSMFE, 1936
[4] Broms B B. Lateral Resistance of Piles in Cohesive Soils, Proc, J. Soil Mechnics and Foundation Engng Div.v ASCE, 1964, 90(2):27~63
[5] Broms B B. Lateral Resistance of Piles in Cohesionless Soils, Proc, J. Soil Mechnics and Foundation Engng Div. ASCE, 1964, 90(3):123~156
[6] Broms B B. Design of Laterally Loaded Piles, Proc, J. Soil Mechnics and Foundation ASCE, 1965, 91(3):79~99
[7] Chang, Y. L. Discussion on Lateral Pile Loading Tests by Feagin, Trans, ASCE, 1937, 272~278
[8]横山幸满,桩结构物的计算方法和计算实例,唐业清,吴庆荪译,北京:中国铁道出版社,1984
[9]赵明华,王贻荪编著,土力学与基础工程,武汉:武汉理工大学出版社,2000
[10]日本港湾协会,港湾构造物设计基准,1971,5-2:46~61
[11] McClelland B, Focht J A. Soil Modulus for Laterally Loaded Piles[J]. Transactions, ASCE, 1956, 182(4): 1~22
[12] Matlock H. Correlations for design of laterally-loaded piles in soft clay[C]. Proceeding of 2nd Offshore Technology Conference, Houston, 1970, Paper No.1204.
[13] Reese L C, Cox W R. Analysis of Laterally-loaded Piles in Sand[C]. Proceeding of the 6th Offshore Technology Conference, Houston, 1974, Paper No.2080
[14] American Petroleum Institute. Recommended Practice for Planning, Designing, and Constructing Fixed Offshore Platforms, API RP 2A 7th, Washington, 1976, 21~26
[15] Scott R. Analysis of Centrifuge Pile Tests: Simulation of Pile Driving, Research Rpt., OSPAR Project, American Petroleum Institute, Washington, DC. 1980,6, No 13-A
[16] Det Norske Veritas. Rules for the design, construction, and inspection of offshore structures, Appendix F: Foundations, Det Norske Veritas, Hovik, Norway. 1980
[17] Wesselink B D, Murff J D, Randolph M F, Nunez I L, and Hyden A M. Analysis of centrifuge model test data from laterally loaded piles in calcareous sand. Engineering for calcareous sediments, Vol.1, Balkema, Rotterdam, The Netherlands, 261~270
[18] O’Neill M W, Murchinson J M. An evaluation of p-y relationships in sand.Rep. Prepared for American Petroleum Institute, Washington, DC. 1983
[19] American Petroleum Institute. Recommended Practice for Planning, Designing, and Constructing Fixed Offshore Platforms-working Stress Design[S]. RP 2A-WSD, Washington, 2000
[20] Ashour M, Norris G, Pilling P. Lateral loading of a pile in layered soil using the strain wedge model. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 1998, 124(4):303~315
[21] Ashour M, Norris G. Liquefaction and undrained response evaluation of sands from drained formulation. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 1999, 125(8):649~658
[22] Ashour M, Norris G. Modeling lateral soil-pile response on soil-pile interaction. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2000, 126(5), Paper No.19113
[23] Ashour M, Norris G, Singh J P. Calibration of strain wedge model predicted response for piles/shafts in liquefied sand at Treasure Island and cooper river bridge[C]. Proceeding of the 3rd National Seismic Conference and Workshop on Bridges and Highways, Buffalo, 2002, 397~409
[24] Weaver T L, Ashford S A, Rollins K M. Discussion of“Response of a 0.6m Cast-in-Steel-Shell Pile in Liquefied Soil under Lateral Loading”by Thomas J. Weaver, S. A. Ashford, and Kyle M. Rollins[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2006, 132, Paper No.1238
[25]韩理安,水平承载桩的计算,长沙:中南大学出版社,2004
[26]杨克己,李启新等,水平力作用下群桩性状的研究,岩土工程学报,1990, 12(3): 42~52
[27]杨克己等,钢管桩侧向单循环荷载模型试验研究报告,南京:河海大学,1994
[28]章连洋,陈竹昌,粘性土中侧向受载桩的模型试验研究,岩土工程学报,1990, 12(5): 40~50
[29]高明等,桩在侧向静、动,循环荷载下的性能研究及p-y曲线建议公式,海洋工程,1988.6(3): 58~62
[30] Randolph M F. The Response of Flexible Piles to Lateral Loading, Geotechnique, 1981, 31(2):247~259
[31] Kooijman A P. Comparison of An Elastoplastic Quasi Three-dimensional Model for Laterally Loaded Piles with Field Tests, Proc, of the 3rd International Symposium, Numerical Models in Geomechanics, Niagara Falls,Canada, Elsevier Applied Science, 1989, NewYork, 675~682
[32] Trochanis A M., Bielak. Simple Model for Analysis of One or Two Piles, J.Geotech. Engrg, ASCE, 1991, 117(3):448~466
[33] Bransby M F. Selction of p-y Curves for The Design of Single Laterally Loaded Piles, International Journal for Numerical and Analytical Methods in Geomechanics, 1999, 23(15):1909~1926
[34] Bentley K J, EI Naggar M H. Numerical analysis of kinematic response of single piles, Can. Geotech. J., 2000, 37, 1368~1382
[35] Cai Y X. Three-dimensional nonlinear analysis of seismic soil-pile-structure interaction and its application[D]. St. Louis: Washington University, 1995
[36] Cai Y X, Gould P L, Desai C S. Nonlinear analysis of 3D seismic interaction of soil-pile–structure system and application. Eng. Struct, 22(2), 191~199
[37] Maheshwari B K et al. Three–Dimensional Nonlinear Seismic Analysis of Single Piles Using Finite Element Model: Effects of Plasticity of Soil, International Journal of Geomechaincs, ASCE, 2005, 3(5), 35~44
[38]高笑娟等,土参数对支盘桩承载力影响的有限元分析,建筑技术,2007, 38(3), 193~195
[39]苏静波,邵国建,基于P-Y曲线法的水平受荷桩非线性有限元分析,岩土力学,2006,Vol.27,No.6,1781~1785
[40]中国建筑科学研究院主编,JGJ4—80工业与民用建筑灌注桩基础设计与施工规程灌注桩设计与施工规程[M].北京:中国建筑工业出版社,1980
[41] Abdoun T. Modeling of Seismically Induced Lateral Spreading of Multi-layered Soils and Its Effects on Pile Foundations[D]. New York: Rensselaer Polytechnic Institute, 1997
[42] Dobry, R. and T. Abdoun. Post-Triggering Response of Liquefied Soil in The Free Field and Near Foundations" State-of-the-Art Report, Proc. ASCE 1998 Specialty Conference on Geotechnical Earthquake Engineering and Soil Dynamics, Seattle, WA, August 3-6, 1998, Vol. 1, pp. 270~300
[43] Ramos R.Centrifuge Study of Bending Response of File Foundation to a Lateral Spread Including Restraining Effect of Superstructure[D]. New York: Rensselaer Polytechnic Institute, 1999
[44] Wang Y. Modeling of Retrofitting Strategies to Remediate the Effect of Seismically Induced Lateral Spreading of Pile Foundations[D]. New York: Rensselaer Polytechnic Institute, 2001
[45] Wang S T, Reese L C. Design of pile foundations in liquefied soils[C]. Proeeding of Geotechnical Earthquake Engineering and Soil Dynamic Conference, Geotechnical Special Publication No.75, ASCE, Vol.2, 1998, 1331-1343
[46] Seed R B, Harder L F. SPT-based analysis of cyclic pore pressure generation on undrained residual strength. Proceedings of the H. Bolton Seed Memorial Symposium, Bi-Tech Publishing Ltd, Vancouver, B. C., Vol. 2, 1990, 351-376
[47] Liu L, Dobry R. Effect of Liquefaction on Lateral Response of Piles by Centrifuge Model Tests. National Center for Earthquake Engineering Research Bulletin, New York, Vol. 9, No. 1, 1995, 7~11
[48]Wilson D W. Soil–pile–superstructure interaction at soft and liquefying soil sites[D]. Davis California: University of California, 1998
[49] Wilson D W, Boulanger R W, Kutter B L. Seismic lateral resistance of liquefying sand[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2000, 126(10): 898~906
[50] Tokimatsu K. Performance of pile foundations in laterally spreading soils, Proceeding of the Second International Conference of Earthquakes Geotechnical Engineering, Lisbon, Vol. 3, 1999, 957~964
[51] Tokimatsu K, Suzuki H. and Sato M. Influence of inertial and kinematic components on pile response during earthquake. Proc. of 11th International Conference on Soil Dynamics and Earthquake Engineering & 3rd International Conference on Earthquake Geotechnical Engineering, Berkeley.768~775
[52]王建华,冯士伦,桩土相互作用的振动台试验研究.岩土工程学报, 2004,26(5):616~618
[53]王建华,冯士伦,液化土层中桩基水平承载特性分析.岩土力学.2005, 26(10):1597~1601
[54]日本公路桥梁协会,日本公路桥设计规范与说明抗震设计篇[M].日本:日本公路桥梁协会,1981
[55]中华人民共和国国家标准,铁路抗震规范,北京:中国铁道出版社,1989
[56]中国船舶检测局,海上固定平台入级与建造规范,北京:人民交通出版社,1995
[55] Scott R, Liu H. and Ting J. Dynamic Pile Tests by Centrifuge Modeling, Proc. 6th World Conf. Earthquake Eng., New Delhi, Vol. 2, .1977, 1670~1674
[56] Ting, J. and Scott R. Static and Dynamic Lateral Group Action, Proc. 8th World Conf. Earthquake Eng., San Francisco, Vol. 3, 1984, 641~648
[57] Finn W. and Gohl B. Centrifuge Model Studies of Piles Under Simulated Earthquake Lateral Loading, in Dynamic Response of Pile Foundations - Experiment, Analysis, and Observation, Geotech. Spec. Pub. 11, ASCE, 1987, 21~38
[58] Chacko M. Analysis of Dynamic Soil-Pile-Structure Interaction, M.S. Thesis,Univ. of California, Davis, 1995
[59] Kutter B L. Dynamic centrifuge modeling of geotechnical structures. Transportation Research Record 1336, TRB, National Research Council, National Academy Press, Washington, D.C., 1992, pp. 24~30
[60] Kutter B L. and Balakrishnan A. Visualization of soil behavior from dynamic centrifuge model tests, Earthquake Geotechnical Engineering, Proc. Second Int. Conf. On Earthquake Geotechnical Engr., Rotterdam, Vol. 3, 1999, 857~862
[61] Taylor, John R. Linguistic categorization: Prototypes in linguistic theory. 2nd edition. Oxford: Clarendon Press, 1995
[62] Dobry R. and T. Abdoun. Recent Studies on Seismic Centrifuge Modeling of Liquefaction and its Effects on Deep Foundations, State-of-the-Art Report (SOAP3), Proc. Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March 26~31, 2001, Vol. 2, 30 pages
[63]凌贤长,王臣,王成,液化场地桩-土-桥梁结构动力相互作用振动台试验模型相似设计方法.岩石力学与工程学报, 2004, 23(3):450～456
[64] Kubo K. Vibration Test of a Structure Supported by Pile Foundation. Proc. 4th World Conf. Earthquake Eng.Santiago, 1969, A6:1~12
[65] Mizuno H, Iiba M. and Kitagawa Y. Shaking Table Testing of Seismic Building-pile-two-layered-soil Interaction[A]. 8WCEE[C]. USA,1984,3: 649~656
[66] Gohl W. and Finn W. Seismic Response of Single Piles in Shake Table Studies, Proc. 5th Canadian Conf. Earthquake Eng., Ottawa, 1987, 435~443
[67] Matsuda T. and Goto Y. Studies on Experiment Technique of Shaking Table test for Geotechnical Problems, Proc 9th World Conf. Earthquake Eng., Tokyo-Kyoto, Vol.8, 1988, 837~842
[68] Stanton J, Banerjee S. and Hasayen, I. Shaking Table Tests on Piles, WSDOT Rpt. WA-RD 158.1, Washington State Univ., June,1988
[69] Nomura S, Shamoto Y. and Tokimatsu K. Soil-Pile-Structure Interaction During Liquefaction, Proc. 2nd Intl. Conf. on Recent Advances in Geotech. Eng. and Soil Dyn., St. Louis, Vol. 1, 1991, 743~750
[70] Makris N, Tazoh T, Yun X. and Fill A. Prediction of the Measured Response of a Scaled Soil-Pile-Superstructure System, Soil Dyn. Earthquake Eng., 16, 1997, 113~124
[71] Tamura S, Suzuki Y, Tsuchiya T., Fujii S. and Kagawa T. Dynamic Response and Failure Mechanisms of a Pile Foundation During Soil Liquefaction by Shaking Table Test with a Large-scale Laminar Shear Box,Proc.,of12th World Conf.on Earthq. Engrg., Reference ,2000, No.903
[72] Tamura S, Minowa C, Tokimastu K. and Fujii S. Evaluation of Earth Pressure Acting on Embedded Pile-cap Based on Liquefaction Test Using Larger-scale Shaking Table, Japan National Conf.on Geotech.Engrg, 2002
[73] Ting J M. Full-Scale Cyclic Dynamic Lateral Pile Responses. Journal of Geotechnical Engineering, ASCE, Vol 113(1), 30~45
[74] Brown D, Reese L, and O’Neill M. (1987). Cyclic Lateral Loading of a Large Scale Pile Group, J. Geotech. Eng., ASCE, 113(11), 1326~1343
[75] Brown D, Morrison C, and Reese L. (1988). Lateral Load Behavior of a Pile Group in Sand, J. Geotech. Eng., ASCE, 114(11), 1261~1276
[76]韩英才,Novak M.水平荷载作用下单桩的动力分析,地震工程与工程振动,9卷2期,1989(6):97~106
[77]韩英才,Novak M.单桩非线性振动实用分析方法的研究,土木工程学报,22卷3期,1989(8):39~47
[78]韩英才,Novak M.水平荷载作用下群桩动力特性的研究,土木工程学报,25卷5期,1992(10):24~33
[79] Weaver T L. Behavior of Liquefying Sand and CISS Pile During Full-Scale Lateral Load Tests[D]. San Diego California: University of California, 2001
[80] Weaver T L, Ashford S A, Rollins K M. Response of a 0.6m CISS pile in liquefied soil under lateral loading[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2005, 131(1): 94~102
[81] Ashford S A, and Rollins K M. The Treasure Island Liquefaction Test. Final Rep. No. SSRP 2001/17,Dept. of Structural Engineering, Univ. of California, San Diego, 2002
[82] Ashford S A, Weaver T J, and Rollins, K. M. Pore pressure response of liquefied sand in full-scale lateral pile load tests.”Transp. Res. Rec., 1808, 2002: 21~29
[83] Gerber T M. P-y curves for liquefied sand subject to cyclic loading based on testing of full-scale deep foundations[D]. Utah: University of Brigham Young, 2003
[84] Rollins K. M., Gerber, T. M. Lateral Resistance of a Full-Scale Pile Group in Liquefied Sand. J. Geotech. Geoenviron. Eng.,vol(1), 2005, 115~125
[85] Dou H, and Byrne P M. Dynamic Response of Single Piles and Soil-Pile Interaction, Canadian Geotechnical Journal, 1996, 33(1):80~96
[86] Matlock H, and Ripperger E A. Measurement of Soil Pressure on A Laterally Loaded Pile, Proceedings of American Society for Testing Materials. 1958,58(1):1245~1260
[87]陈清军,赵云峰等,振动台模型试验中地基土域的数值模拟,力学季刊,23(3),2002,407~411
[88]南京水利科学研究院,土工试验规程SL237-1999.北京:中国水利水电出版社,1999
[89]冯士伦,可液化土层中桩基横向承载特性研究.博士学位论文,天津大学,2004
[90] Ling L F. Back analysis of lateral load tests on piles. Rep., Civil Engineering Dept., Univ. of Auckland, New Zealand, 1988, No.460
[91] Dunnavant T W, O’Neill M W. Experimental p-y curves model for submerged stiff clay[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 1989, 115(1), 95~114
[92] Teerawut Juirnarongrit. Effect of diameter on the behavior of laterally loadedpiles in weakly cemented sand[D]. San Diego: University of California, 2002
[93] Kim B T, Kim N K, Lee W J, Kim Y S. Experimental load-transfer curves of laterally loaded piles in Nak-Dong river sand[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2004, 130(4): 416~424
[94]王满生,周锡元等,桩土动力分析中接触模型的研究.岩土工程学报, 2005,27(6):616~620
[95] Chia-Cheng Fan. The behavior of laterally loaded single piles and group piles in sand[D]. Urbana-Champaign: University of Illinois,1996
[96] Bhowmik J K. Three-dimensional non-linear finite element analysis of laterally loaded piles in clay[D]. Urbana-Champaign: University of Illinois,1992
[97] Ashford, S A. Teerawut Juirnarongrit. Evaluation of Pile Diameter Effect on Initial Modulus of Subgrade Reaction. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2003, 129(3), 234~242
[98] Bransby M F. Selection of p-y curves for the design of single laterally loaded piles[J]. International Journal for Numerical and Analytical Methods in Geomechanics, 1999, 23(15), 1909~1926
[99] Adrian Rodriguez-Marek, Balasingam Muhunthan. Seismic behavior of micropiles. Civil and Environmental Engineering Department Washington State University, Washington, 2005, 31~33
[100] Terzaghi K. Evaluation of coefficients of subgrade reaction. Geotechnique. 5(4), 1955, 297~326
[101] Vesic A S. Beam on elastic subgrade and the Winkler hypothesis.Proc., 5th Int. Conf. Soil Mechanics and Foundation Engineering,Paris, Vol.1, 1961, 845~850
[102] Carter D P. A non-linear soil model for predicting lateral pile response. Rep., Civil Engineering Dept., Univ. of Auckland, New Zealand, 1984, No.359
[103] Cox W R, Reese L C, Grubbs B R. Field Testing of Laterlly Loaded Piles in Sand. Proceeding of the 6th Offshore Technology Conference, Houston, 1974, Paper No.2079
[104] Reese L C, Welch R C. Lateral loading of deep foundationsin stiff clay. J. Geotech. Eng. Div., Am. Soc. Civ. Eng., 1975, 101(7):633~649
[105] O’Neill M W, Dunnavant T W. A study of effect of scale, velocity, and cyclic degradability on laterally loaded single piles in overconsolidated clay. Rep. No. UHCE 84-7, Dept. of Civil Engineering, Univ. of Houston, Houston, 1984, Paper No.368
[106] Dunnavant T W; and O’Neill M W. Performance, Analysis, and Interpretation of a Lateral Load Test of a 72-Inch-Diameter Bored Pile in Over-Consolidated Clay, Department of Civil Engineering, University of Huston- University Park, Houston, Texas, Report No. UHCE 85-4, September 1985, Paper No.57
[107]国际标准化组织,ISO / CD 19902 (ISO 13819-2:1995)石油天然气工业—海上固定式钢结构物设计标准[M].国际标准化组织,2001,179~181
© 2004-2018 中国地质图书馆版权所有 京ICP备05064691号 京公网安备11010802017129号 地址：北京市海淀区学院路29号 邮编：100083 电话：办公室：(+86 10)66554848；文献借阅、咨询服务、科技查新：66554700 |