碎石桩复合地基中超孔压长消的解析解
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摘要
针对单桩碎石桩复合地基的不同边界条件,将作为力源项的动孔压增长率表达成为深度z与时间t的函数,利用分离变量法和Green函数给出了动静荷载耦合作用下碎石桩复合地基中超孔隙水压力长消的一般性解析解。通过工程算例,对地震期碎石桩复合地基中超孔隙水压力的发展过程进行了讨论。计算结果表明:地震期复合地基中孔压比的分布规律沿深度方向不同,中部孔压比较大,上、下部孔压比较小;碎石桩的径向排水效应十分明显;碎石桩排水效应的影响程度沿深度方向不同。
Based on different boundary condition of single stone column composite foundation,the dynamic pore pressure increasing ratio as force source was expressed as a function of depth z and time t,using separation of variables and Green function,the general analytic solution of the generation and dissipation of excess pore water pressure in stone column composite foundation was developed under coupling action of dynamic and static loading.Developing process of excess pore water pressure was discussed by one case history.The results show: the distribution of pore pressure ration in composite foundation is different along depth,the pore pressure ration is bigger in middle and smaller in upper and lower;The radial drainage effect of stone columns is remarkable.The influence of drainage effect of stone columns is different along depth.
Based on different boundary condition of single stone column composite foundation,the dynamic pore pressure increasing ratio as force source was expressed as a function of depth z and time t,using separation of variables and Green function,the general analytic solution of the generation and dissipation of excess pore water pressure in stone column composite foundation was developed under coupling action of dynamic and static loading.Developing process of excess pore water pressure was discussed by one case history.The results show: the distribution of pore pressure ration in composite foundation is different along depth,the pore pressure ration is bigger in middle and smaller in upper and lower;The radial drainage effect of stone columns is remarkable.The influence of drainage effect of stone columns is different along depth.
引文
[1]张建民,谢定义,刘家沛.饱和砂层震动孔隙水压力二维扩散解析理论的研究[J].陕西机械学院学报,1991,7(1):44-52.
[2]Seed H B,Booker J R.Stabilization of Potenially LiquefialleSand Deposits Using Gravel Drains Systems[C].ReportNo.EERC 76-10.Berkeley,Calif.Earthquake EngineeringResearch Ceter,Unuversity of Califormia,1976.
[3]Seed H B,Booker J R.Stabilization of Potenially LiquefialleSand Deposits Using Gravel Drains[J].Journal of Geotechni-cal Engineering Division,ASCE,1977,103(GT7):757-768.
[4]徐志英.砂基内设置砾石排水桩抗地震液化的分析计算[J].勘察科学技术,1985,(1):1-7.
[5]徐志英.用砾石排水桩抗地震液化的砂基孔压计算[J].地震工程与工程振动,1992,12(4):88-92.
[6]黄茂松,吴世明,赵竹占.振动挤密砂桩与振冲碎石桩抗液化分析[J].浙江大学学报,1992,26(2):165-171.
[7]栾茂田,钱令希.层状饱和土体一维固结分析[J].岩土力学,1992,13(4):45-56.
[8]何淑芷,陈启流.数学物理方法[M].华南理工大学出版社,广州,1994.
[9]王载舆.数学物理方程及特殊函数[M].北京:清华大学出版社,1991.
[10]GBJ50011-2001,建筑抗震设计规范[S].
[11]张建民,谢定义.饱和砂土振动孔隙水压力增长的实用计算方法[J].水利学报,1991,(8):45-51.
[2]Seed H B,Booker J R.Stabilization of Potenially LiquefialleSand Deposits Using Gravel Drains Systems[C].ReportNo.EERC 76-10.Berkeley,Calif.Earthquake EngineeringResearch Ceter,Unuversity of Califormia,1976.
[3]Seed H B,Booker J R.Stabilization of Potenially LiquefialleSand Deposits Using Gravel Drains[J].Journal of Geotechni-cal Engineering Division,ASCE,1977,103(GT7):757-768.
[4]徐志英.砂基内设置砾石排水桩抗地震液化的分析计算[J].勘察科学技术,1985,(1):1-7.
[5]徐志英.用砾石排水桩抗地震液化的砂基孔压计算[J].地震工程与工程振动,1992,12(4):88-92.
[6]黄茂松,吴世明,赵竹占.振动挤密砂桩与振冲碎石桩抗液化分析[J].浙江大学学报,1992,26(2):165-171.
[7]栾茂田,钱令希.层状饱和土体一维固结分析[J].岩土力学,1992,13(4):45-56.
[8]何淑芷,陈启流.数学物理方法[M].华南理工大学出版社,广州,1994.
[9]王载舆.数学物理方程及特殊函数[M].北京:清华大学出版社,1991.
[10]GBJ50011-2001,建筑抗震设计规范[S].
[11]张建民,谢定义.饱和砂土振动孔隙水压力增长的实用计算方法[J].水利学报,1991,(8):45-51.
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