中日规范中关于液化和侧向扩流场地桥梁桩基抗震设计考虑之比较
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摘要
评述了我国液化场地和侧向扩流场地桥梁桩基抗震设计规范。总结了中日两国液化场地和侧向扩流场地桥梁桩基的抗震设计方法与技术细节,阐述了日本规范中液化场地和侧向扩流场地桥梁桩基抗震设计中的液化地基土反力折减系数的确定方法,以及土体液化侧向扩流对桩作用力的计算模式。指出我国规范中在液化和侧向扩流场地桩的抗震分析方法、不同土层分界处桩的抗震措施、桩的竖向承载力及桩的屈曲稳定性分析等方面存在的主要问题,据此给出了亟待改进的初步建议。这对我国桥梁工程的抗震安全性具有重要意义,可供我国工程技术人员参考借鉴。
Firstly,this study briefly explains the current situation of Chinese seismic design codes for bridge pile foundations in liquefying and lateral spreading ground.The Chinese and the Japanese seismic design method and technical detail for bridge pile foundations in liquefying and lateral spreading ground are described and compared systematically and comprehensively,and the methods to determine the reduction factor of subgrade reaction as well as the computing mode of the applied force on piles due to liquefaction-induced lateral spreading of soil in Japanese design codes are especially introduced.Finally,some key problems of current Chinese design codes including seismic design method,vertical bearing capacity,buckling stability analysis and seismic measures near the soil dividing boundary for piles in liquefying and lateral spreading ground are generalized and the corresponding improvement suggestions are proposed.These will tend to improve the seismic safety of bridge engineering and provide certain reference values for our country's engineering talents.
Firstly,this study briefly explains the current situation of Chinese seismic design codes for bridge pile foundations in liquefying and lateral spreading ground.The Chinese and the Japanese seismic design method and technical detail for bridge pile foundations in liquefying and lateral spreading ground are described and compared systematically and comprehensively,and the methods to determine the reduction factor of subgrade reaction as well as the computing mode of the applied force on piles due to liquefaction-induced lateral spreading of soil in Japanese design codes are especially introduced.Finally,some key problems of current Chinese design codes including seismic design method,vertical bearing capacity,buckling stability analysis and seismic measures near the soil dividing boundary for piles in liquefying and lateral spreading ground are generalized and the corresponding improvement suggestions are proposed.These will tend to improve the seismic safety of bridge engineering and provide certain reference values for our country's engineering talents.
引文
[1]Berrill J,Yasuda S.Liquefaction and piledfoundations:some issues[J].Journal of EarthquakeEngineering,2002,6(S1):1-41.
[2]丁剑霆,姜淑珍,包峰.唐山地震桥梁震害回顾[J].世界地震工程,2006,(1):68-71.Ding J T,Jiang S Z,Bao F.Review of seismic da-mage to bridges in Tangshan earthquake[J].WorldEarthquake Engineering,2006,(1):68-71.
[3]刘惠珊.桩基震害及原因分析——日本阪神大地震的启示[J].工程抗震,1999,(1):37-43.Liu H S.Pile foundations damage and cause analysis[J].Earthquake Resistant Engineering,1999,(1):37-43.
[4]刘惠珊.桩基抗震设计探讨——日本阪神大地震的启示[J].工程抗震,2000,(3):27-32.Liu H S.A discussion on seismic design of pilefoundation[J].Earthquake Resistant Engineering,2000,(3):27-32.
[5]刘惠珊.1995地震的液化特点[J].工程抗震,2001,(1):22-26.Liu H S.The liquefaction characteristics of Kobeearthquake in 1995[J].Earthquake ResistantEngineering,2001,(1):22-26.
[6]陈国兴.对我国六种抗震设计规范中液化判别规定的综述和建议[J].南京建筑工程学院学报,1995,(2):54-61.Chen G X.Some opinion and proposition on theformulas of the liquefaction estimation of sandy soilsin six aseismic design codes in China[J].Journal ofNanjing Architectural and Civil Engineering Institute,1995,(2):54-61.
[7]陈国兴,张克绪,王忆.关于《建筑抗震设计规范》液化判别的可靠性及意见[J].岩土工程师,1992,(3):8-15.Chen G X,Zhang K X,Wang Y.The reliability andsuggestions of liquefaction prediction procedure in thebuildings aseismic design code[J].Geotechnica1Engineer,1992,(3):8-15.
[8]孙利民,范立础.阪神地震后日本桥梁抗震设计规范的改订[J].同济大学学报,2001,29(1):60-64.Sun L M,Fan L C.Revisions of seismic design codeson bridges in Japan after Kobe earthquake[J].Journalof Tongji University,2001,29(1):60-64.
[9]JTJ004-89,公路工程抗震设计规范[S].
[10]GB J111-2006,铁路工程抗震设计规范[S].
[11]JTGTB02-01-2008,公路桥梁抗震设计细则[S].
[12]凌贤长,王东升.液化场地桩-土-桥梁结构动力相互作用振动台试验研究进展[J].地震工程与工程振动,2002,22(4):51-59.Ling X Z,Wang D S.Study on shaking table test forseismic interaction of pile-soil-bridge structure in caseof soil liquefaction caused by earthquake[J].Earthquake Engineering and Engineering Vibration,2002,22(4):51-59.
[13]Japan Road Association(JRA)(2002),Specificationsfor Highway Bridges,part V:Seismic Design[S].
[14]Railway Technical Research Institute(RTRI)(2002),Design Standard for Railway Facilities-Seismic Design[S].
[15]Ishihara K.Liquefaction and flow failure duringearthquake[J].Geotechnique,1993,43(3):351-415.
[16]Towhata I,Sasaki Y,Tokida K-I Tamari H,et al.Prediction of permanent displacement of liquefiedground by means of minimum energy principle[J].Soils and Foundations,1992,32(3):97-116.
[17]Ricardo R,Abdoun T H,Dobry R.Effect of lateralstiffness of superstructure on bending moments ofpiles due to liquefaction-induced lateral spreading[C]∥Proceedings of the 12WCEE,Auckland:[s.n.],2000.902.
[18]Uzuoka R,Yasguna A,Kawajanu T,et al.Fluiddynamics based prediction of liquefaction inducedlateral spreading[J].Computers and Geotechnics,1998,22(3/4):243-282.
[19]Wilson D W,Boulanger R W,Kutter B.L.Observedseismic lateral resistance of Liquefying sand[J].Journal of Geotechnical and GeoenvironmentalEngineering,2000,126(10):898-906.
[20]李雨润,袁晓铭.液化场地上土体侧向变形对桩基影响研究评述[J].世界地震工程,2004,22(2):17-22.Li Y R,Yuan X M.State-of-Art of study oninfluences of Liquefaction-Induced soil spreading overpile foundation response[J].World EarthquakeEngineering,2004,22(2):17-22.
[21]张建民.水平地基液化后大变形对桩基础的影响[J].建筑结构学报,2001,22(5):75-78.Zhang J M.Effect of large horizontal post-liquefactiondeformation of level ground on pile foundation[J].Journal of Building Structures,2001,22(5):75-78.
[22]Abdoun T,Dobry R.Evaluation of piles response tolateral spreading[J].Soil Dynamic and EarthquakeEngineering,2002,(22):1051-1058.
[23]Tokinatsu K,Suzuki H,Sato M.Effects of inertialand kinematic interaction on seismic behavior of pilewith embedded foundation[J].Soil Dynamic andEarthquake Engineering,2005,(25):753-762.
[24]Liyanapathirana D S,Poulos H G.Pseudostaticapproach for seismic analysis of piles in Liquefying soil[J].Journal of Geotechnical and GeoenvironmentalEngineering,2005,131(12):1480-1487.
[25]Elgamal A,Yang Z,Parra E.Computationalmodeling of cyclic mobility and Post-liquefaction siteresponse[J].Soil Dynamic and EarthquakeEngineering,2002,(22):259-271.
[26]石兆吉,王兰民.土壤动力特性.液化势及危害性评价[M].北京:地震出版社,1999.Shi Z J,Wang L M.Dynamic Characteristic of Soil—Liquefaction Potential and Disaster Evaluation[M].Beijing:Seismological Press,1999.
[27]张克绪,谢君斐.土动力学[M].北京:地震出版社,1989.Zhang K X,Xie J F.Soil Dynamics[M].Beijing:Seismological Press,1999.
[28]Barlett S F,Youd L T.Empirical prediction ofliquefaction-Induced lateral spread[J].Journal ofGeotechnical and Geoenvironmental Engineering,1995,121(4):316-329.
[29]Badoni D,Makris N.Nonlinear response of singlepiles under lateral inertial and seismic loads[J].SoilDynamics and Earthquake Engineering,1996,(15):29-43.
[2]丁剑霆,姜淑珍,包峰.唐山地震桥梁震害回顾[J].世界地震工程,2006,(1):68-71.Ding J T,Jiang S Z,Bao F.Review of seismic da-mage to bridges in Tangshan earthquake[J].WorldEarthquake Engineering,2006,(1):68-71.
[3]刘惠珊.桩基震害及原因分析——日本阪神大地震的启示[J].工程抗震,1999,(1):37-43.Liu H S.Pile foundations damage and cause analysis[J].Earthquake Resistant Engineering,1999,(1):37-43.
[4]刘惠珊.桩基抗震设计探讨——日本阪神大地震的启示[J].工程抗震,2000,(3):27-32.Liu H S.A discussion on seismic design of pilefoundation[J].Earthquake Resistant Engineering,2000,(3):27-32.
[5]刘惠珊.1995地震的液化特点[J].工程抗震,2001,(1):22-26.Liu H S.The liquefaction characteristics of Kobeearthquake in 1995[J].Earthquake ResistantEngineering,2001,(1):22-26.
[6]陈国兴.对我国六种抗震设计规范中液化判别规定的综述和建议[J].南京建筑工程学院学报,1995,(2):54-61.Chen G X.Some opinion and proposition on theformulas of the liquefaction estimation of sandy soilsin six aseismic design codes in China[J].Journal ofNanjing Architectural and Civil Engineering Institute,1995,(2):54-61.
[7]陈国兴,张克绪,王忆.关于《建筑抗震设计规范》液化判别的可靠性及意见[J].岩土工程师,1992,(3):8-15.Chen G X,Zhang K X,Wang Y.The reliability andsuggestions of liquefaction prediction procedure in thebuildings aseismic design code[J].Geotechnica1Engineer,1992,(3):8-15.
[8]孙利民,范立础.阪神地震后日本桥梁抗震设计规范的改订[J].同济大学学报,2001,29(1):60-64.Sun L M,Fan L C.Revisions of seismic design codeson bridges in Japan after Kobe earthquake[J].Journalof Tongji University,2001,29(1):60-64.
[9]JTJ004-89,公路工程抗震设计规范[S].
[10]GB J111-2006,铁路工程抗震设计规范[S].
[11]JTGTB02-01-2008,公路桥梁抗震设计细则[S].
[12]凌贤长,王东升.液化场地桩-土-桥梁结构动力相互作用振动台试验研究进展[J].地震工程与工程振动,2002,22(4):51-59.Ling X Z,Wang D S.Study on shaking table test forseismic interaction of pile-soil-bridge structure in caseof soil liquefaction caused by earthquake[J].Earthquake Engineering and Engineering Vibration,2002,22(4):51-59.
[13]Japan Road Association(JRA)(2002),Specificationsfor Highway Bridges,part V:Seismic Design[S].
[14]Railway Technical Research Institute(RTRI)(2002),Design Standard for Railway Facilities-Seismic Design[S].
[15]Ishihara K.Liquefaction and flow failure duringearthquake[J].Geotechnique,1993,43(3):351-415.
[16]Towhata I,Sasaki Y,Tokida K-I Tamari H,et al.Prediction of permanent displacement of liquefiedground by means of minimum energy principle[J].Soils and Foundations,1992,32(3):97-116.
[17]Ricardo R,Abdoun T H,Dobry R.Effect of lateralstiffness of superstructure on bending moments ofpiles due to liquefaction-induced lateral spreading[C]∥Proceedings of the 12WCEE,Auckland:[s.n.],2000.902.
[18]Uzuoka R,Yasguna A,Kawajanu T,et al.Fluiddynamics based prediction of liquefaction inducedlateral spreading[J].Computers and Geotechnics,1998,22(3/4):243-282.
[19]Wilson D W,Boulanger R W,Kutter B.L.Observedseismic lateral resistance of Liquefying sand[J].Journal of Geotechnical and GeoenvironmentalEngineering,2000,126(10):898-906.
[20]李雨润,袁晓铭.液化场地上土体侧向变形对桩基影响研究评述[J].世界地震工程,2004,22(2):17-22.Li Y R,Yuan X M.State-of-Art of study oninfluences of Liquefaction-Induced soil spreading overpile foundation response[J].World EarthquakeEngineering,2004,22(2):17-22.
[21]张建民.水平地基液化后大变形对桩基础的影响[J].建筑结构学报,2001,22(5):75-78.Zhang J M.Effect of large horizontal post-liquefactiondeformation of level ground on pile foundation[J].Journal of Building Structures,2001,22(5):75-78.
[22]Abdoun T,Dobry R.Evaluation of piles response tolateral spreading[J].Soil Dynamic and EarthquakeEngineering,2002,(22):1051-1058.
[23]Tokinatsu K,Suzuki H,Sato M.Effects of inertialand kinematic interaction on seismic behavior of pilewith embedded foundation[J].Soil Dynamic andEarthquake Engineering,2005,(25):753-762.
[24]Liyanapathirana D S,Poulos H G.Pseudostaticapproach for seismic analysis of piles in Liquefying soil[J].Journal of Geotechnical and GeoenvironmentalEngineering,2005,131(12):1480-1487.
[25]Elgamal A,Yang Z,Parra E.Computationalmodeling of cyclic mobility and Post-liquefaction siteresponse[J].Soil Dynamic and EarthquakeEngineering,2002,(22):259-271.
[26]石兆吉,王兰民.土壤动力特性.液化势及危害性评价[M].北京:地震出版社,1999.Shi Z J,Wang L M.Dynamic Characteristic of Soil—Liquefaction Potential and Disaster Evaluation[M].Beijing:Seismological Press,1999.
[27]张克绪,谢君斐.土动力学[M].北京:地震出版社,1989.Zhang K X,Xie J F.Soil Dynamics[M].Beijing:Seismological Press,1999.
[28]Barlett S F,Youd L T.Empirical prediction ofliquefaction-Induced lateral spread[J].Journal ofGeotechnical and Geoenvironmental Engineering,1995,121(4):316-329.
[29]Badoni D,Makris N.Nonlinear response of singlepiles under lateral inertial and seismic loads[J].SoilDynamics and Earthquake Engineering,1996,(15):29-43.
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