沉箱加桩复合基础地震响应简化分析方法
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摘要
采用动力Winkler地基模型,推导解析方法对沉箱加桩复合基础的地震响应。首先,考虑复合基础与土的相互作用以及沉箱部分和群桩部分的连接,分析复合基础在简谐S波作用下的运动响应;然后,对基础和上部结构系统建立"基础–柱–质点"简化模型,并应用Fourier变换实现地震响应的频域求解;第三,应用DRM两阶段时程有限元方法对采用沉箱加桩复合基础的土–基础–结构系统地震响应进行计算,与本文简化方法对比,验证本文方法的正确性。最后,通过算例研究加桩对增强基础和结构抗震能力的效果,并得出加桩抗震的主要机制在于消除了沉箱基础的类共振现象。
Seismic response of a new type of foundation,the composite caisson-piles foundation,is studied through a simplified analytical method.The focus is the contribution of the piles beneath the caisson in increasing the earthquake resistance of the foundation-superstructure system.Firstly,considering the interaction between the soil and foundation with dynamic Winkler model,the equation of kinematic response of the composite foundation under S-wave is derived.Secondly,a simplified model for the seismic response of the foundation-column-lumped mass system in frequency domain is built;and with Fourier transformation this method is applied to transient seismic problems.Thirdly,with an example of soil-foundation-superstructure seismic behavior,this proposed method is validated by comparison against 3D dynamic FEM modeling,in which domain reduction method(DRM) is utilized.Lastly,the significance and mechanism of adding piles in improving the earthquake resistance of the foundation and superstructure are analyzed through examples in different soil conditions.Discovery in this study is that adding piles under the caisson is an efficient way to increase the seismic resistant capability of the soil-foundation-superstructure system;and the main mechanism is the elimination of the pseudo-resonance.
Seismic response of a new type of foundation,the composite caisson-piles foundation,is studied through a simplified analytical method.The focus is the contribution of the piles beneath the caisson in increasing the earthquake resistance of the foundation-superstructure system.Firstly,considering the interaction between the soil and foundation with dynamic Winkler model,the equation of kinematic response of the composite foundation under S-wave is derived.Secondly,a simplified model for the seismic response of the foundation-column-lumped mass system in frequency domain is built;and with Fourier transformation this method is applied to transient seismic problems.Thirdly,with an example of soil-foundation-superstructure seismic behavior,this proposed method is validated by comparison against 3D dynamic FEM modeling,in which domain reduction method(DRM) is utilized.Lastly,the significance and mechanism of adding piles in improving the earthquake resistance of the foundation and superstructure are analyzed through examples in different soil conditions.Discovery in this study is that adding piles under the caisson is an efficient way to increase the seismic resistant capability of the soil-foundation-superstructure system;and the main mechanism is the elimination of the pseudo-resonance.
引文
[1]过超,龚维明,徐国平,等.沉箱–钢管桩逆作法复合基础试验[J].解放军理工大学学报:自然科学版,2009,10(5):472–477.(GUO Chao,GONG Weiming,XU Guoping,et al.Experimentalresearch on complex foundation of caisson-steel pile in top-downorder[J].Journal of PLA University of Science and Technology:Natural Science,2009,10(5):472–477.(in Chinese))
[2]钟锐,黄茂松.沉箱加桩复合基础的振动特性[J].世界地震工程,2010,26(增1):167–171.(ZHONG Rui,HUANG Maosong.Vibration of composite foundation made up of caisson and pilegroup[J].World Earthquake Engineering,2010,26(Supp.l):167–171.(in Chinese))
[3]黄茂松,钟锐,任青.层状地基中沉箱加桩复合基础的水平-摇摆振动[J].岩土工程学报,2012,34(5):790–797.(HUANGMaosong,ZHONG Rui,REN Qing.Lateral vibration of caisson-pilecomposite foundation in layered soils[J].Chinese Journal of GeotechnicalEngineering,2012,34(5):790–797.(in Chinese))
[4]MYLONAKIS G,GAZETAS G.Kinematic pile response to verticalP-wave seismic excitation[J].Journal of Geotechnical and GeoenviromentalEngineering,2002,128(10):860–867.
[5]MAKRIS N,GAZETAS G.Dynamic pile-soil-pile interaction.Part II:lateral and seismic response[J].Earthquake Engineering and StructuralDynamics,1992,21(2):145–162.
[6]GEROLYMOS N,GAZETAS G.Winkler model for lateral response ofrigid caisson foundations in linear soil[J].Soil Dynamics andEarthquake Engineering,2006,26(5):347–361.
[7]VARUN,ASSIMAKI D,GAZETAS G.A simplified model for lateralresponse of large diameter caisson foundations—linear elasticformulation[J].Soil Dynamics and Earthquake Engineering,2009,29(2):268–291.
[8]VARUN.A simplified model for lateral response of caissonfoundations[M.S.Thesis[D].Athens,Greece:Georgia Institute ofTechnology,2006.
[9]MYLONAKIS G,NIKOLAOU S,GAZETAS G.Footings underseismic loading:analysis and design issues with emphasis on bridgefoundations[J].Soil Dynamics and Earthquake Engineering,2006,26(9):824–853.
[10]TSIGGINOS C,GEROLYMOS N,ASSIMAKI D et al.Seismicresponse of bridge pier on rigid caisson foundation in soil stratum[J].Earthquake Engineering and Engineering Vibration,2008,7(1):33–44.
[11]MYLONAKIS G,NIKOLAOU A,GAZETAS G.Soil-pile-bridgeseismic interaction:kinematic and inertial effects.Part 1:soft soil[J].Earthquake Engineering and Structural Dynamics,1997,26(3):337–359.
[12]BIELAK J,LOUKAKIS K,HISADA Y,et al.Domain reductionmethod for three-dimensional earthquake modeling in localizedregions.Part I:theory[J].Bulletin of the Seismological Society ofAmerica,2003,93(2):817–824.
[13]YOSHIMURA C,BIELAK J,HISADA Y.Domain reduction methodfor three-dimensional earthquake modeling in localized regions.PartII:Verification and examples[J].Bulletin of the Seismological Societyof America,2003,93(2):825–840.
[14]JEREMI B,JIE G Z,PREISIG M et al.Time domain simulation ofsoil-foundation-structure interaction in non-uniform soils[J].EarthquakeEngineering and Structural Dynamics,2009,38(5):699–718.
[2]钟锐,黄茂松.沉箱加桩复合基础的振动特性[J].世界地震工程,2010,26(增1):167–171.(ZHONG Rui,HUANG Maosong.Vibration of composite foundation made up of caisson and pilegroup[J].World Earthquake Engineering,2010,26(Supp.l):167–171.(in Chinese))
[3]黄茂松,钟锐,任青.层状地基中沉箱加桩复合基础的水平-摇摆振动[J].岩土工程学报,2012,34(5):790–797.(HUANGMaosong,ZHONG Rui,REN Qing.Lateral vibration of caisson-pilecomposite foundation in layered soils[J].Chinese Journal of GeotechnicalEngineering,2012,34(5):790–797.(in Chinese))
[4]MYLONAKIS G,GAZETAS G.Kinematic pile response to verticalP-wave seismic excitation[J].Journal of Geotechnical and GeoenviromentalEngineering,2002,128(10):860–867.
[5]MAKRIS N,GAZETAS G.Dynamic pile-soil-pile interaction.Part II:lateral and seismic response[J].Earthquake Engineering and StructuralDynamics,1992,21(2):145–162.
[6]GEROLYMOS N,GAZETAS G.Winkler model for lateral response ofrigid caisson foundations in linear soil[J].Soil Dynamics andEarthquake Engineering,2006,26(5):347–361.
[7]VARUN,ASSIMAKI D,GAZETAS G.A simplified model for lateralresponse of large diameter caisson foundations—linear elasticformulation[J].Soil Dynamics and Earthquake Engineering,2009,29(2):268–291.
[8]VARUN.A simplified model for lateral response of caissonfoundations[M.S.Thesis[D].Athens,Greece:Georgia Institute ofTechnology,2006.
[9]MYLONAKIS G,NIKOLAOU S,GAZETAS G.Footings underseismic loading:analysis and design issues with emphasis on bridgefoundations[J].Soil Dynamics and Earthquake Engineering,2006,26(9):824–853.
[10]TSIGGINOS C,GEROLYMOS N,ASSIMAKI D et al.Seismicresponse of bridge pier on rigid caisson foundation in soil stratum[J].Earthquake Engineering and Engineering Vibration,2008,7(1):33–44.
[11]MYLONAKIS G,NIKOLAOU A,GAZETAS G.Soil-pile-bridgeseismic interaction:kinematic and inertial effects.Part 1:soft soil[J].Earthquake Engineering and Structural Dynamics,1997,26(3):337–359.
[12]BIELAK J,LOUKAKIS K,HISADA Y,et al.Domain reductionmethod for three-dimensional earthquake modeling in localizedregions.Part I:theory[J].Bulletin of the Seismological Society ofAmerica,2003,93(2):817–824.
[13]YOSHIMURA C,BIELAK J,HISADA Y.Domain reduction methodfor three-dimensional earthquake modeling in localized regions.PartII:Verification and examples[J].Bulletin of the Seismological Societyof America,2003,93(2):825–840.
[14]JEREMI B,JIE G Z,PREISIG M et al.Time domain simulation ofsoil-foundation-structure interaction in non-uniform soils[J].EarthquakeEngineering and Structural Dynamics,2009,38(5):699–718.
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