单向与双向排水时饱和软黏土固结震陷的计算方法
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摘要
软黏土在地震时产生固结震陷可导致建筑物下沉、不均匀沉降和倾倒摧毁等破坏,因此研究软黏土固结震陷及其计算方法是防震减灾的重要课题。运用动力学等效应力原理,将震动固结问题在加荷期与卸荷期简化为常规固结问题,研究了单向与双向排水条件下,软黏土层在加荷与卸荷期间超静孔隙水压力的变化,提出一种相对简单的震陷量计算方法。利用天津市塘沽望海楼住宅区的有关资料进行了实例验算,该地区在双向排水条件下的平均震陷量为46.1cm,在单向排水条件下的震陷量为25.7cm,计算结果与该地区地震后的实测资料基本吻合,验证了该计算方法的可行性。
During earthquake disasters, the consolidation seismic subsidence of soft clayey soil in the coastal areas could cause the damages of building subsidence, collapse, and non-uniform settlement. Therefore the research on the consolidation seismic subsidence of soft clayey soil and the method for estimating seismic subsidence are the important subject. Based on the equivalent stress principle of soil dynamics, the problem of consolidation seismic subsidence on loading and unloading conditions is simplified to the general consolidation problem, and the variations of extra -static pore water pressure of soft clay in one -side and two -sides drainages are discussed. Furthermore, a relative simple method for seismic subsidence estimation is put forward and it is validated by the data collected from Wanghailou residential area of Tanggu, Tianjin. The result indicates that the seismic subsidence is 46.1cm with two-side drainage while 25.7cm with one-side drainage. Based on field data of the area, the seismic subsidence of silty loam area is 30-40cm with 15-20cm in silty clay region, and the largest subsidence is 60cm. Therefore, the modeling result is consistent with field data.
During earthquake disasters, the consolidation seismic subsidence of soft clayey soil in the coastal areas could cause the damages of building subsidence, collapse, and non-uniform settlement. Therefore the research on the consolidation seismic subsidence of soft clayey soil and the method for estimating seismic subsidence are the important subject. Based on the equivalent stress principle of soil dynamics, the problem of consolidation seismic subsidence on loading and unloading conditions is simplified to the general consolidation problem, and the variations of extra -static pore water pressure of soft clay in one -side and two -sides drainages are discussed. Furthermore, a relative simple method for seismic subsidence estimation is put forward and it is validated by the data collected from Wanghailou residential area of Tanggu, Tianjin. The result indicates that the seismic subsidence is 46.1cm with two-side drainage while 25.7cm with one-side drainage. Based on field data of the area, the seismic subsidence of silty loam area is 30-40cm with 15-20cm in silty clay region, and the largest subsidence is 60cm. Therefore, the modeling result is consistent with field data.
引文
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[25]Lee C Y.Pile groups under negative skin friction[J].Journal of Geotechnical Engineering,1993,119(10):1587-1600.
[26]Lee C J.Development of down drag on piles and pile groups in consolidation soil[J].Journal of Geotechnical and Geoenvironmental Engineering,2004,130(9):905-914.
[27]胡存,刘海笑,黄维.考虑循环载荷下饱和黏土软化的损伤边界面模型研究[J].岩土力学,2012,33(2):459-466.Hu Cun,Liu Haixiao,Huang Wei.Rock and Soil Mechanics,2012,33(2):459-466.
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[2]Lee K L,Focht J A.Strength of clay subjected to cyclic loading[J].Marine Geotechnology,1976,1(3):165-185.
[3]石兆吉,郁寿松,翁鹿年.塘沽新港地区震陷计算分析[J].土木工程学报,1988,21(4):24-33.Shi Zhaoji,Yu Shousong,Weng Lunian.China Civil Engineering Journal,1988,21(4):24-33.
[4]郁寿松,石兆吉.土壤震陷试验研究[J].岩土工程学报,1989,11(4):35-44.Yu Shousong,Shi Zhaoji.Chinese Journal of Geotechnical Engineering,1989,11(4):35-44.
[5]Matasovic N.Seismic response of composite horizontally-layered soil deposits[D].Los Angeles:University of California,1993.
[6]要明伦,聂栓林.饱和软黏土动变形计算的一种模式[J].水利学报,1994(7):51-55.Yao Minglun,Nie Shuanlin.Journal of Hydraulic Engineering,1994(7):51-55.
[7]孟上九,刘汉龙,袁晓铭,等.塘沽新港地区建筑物不均匀震陷分析[J].河海大学学报,2004,32(2):175-178.Meng Shangjiu,Liu Hanlong,Yuan Xiaoming,et al.Journal of Hohai University,2004,32(2):175-178.
[8]孟上九,刘汉龙,袁晓铭,等.建筑物地基不均匀震陷有限元时程分析方法[J].岩土力学,2005,26(1):33-36.Meng Shangjiu,Liu Hanlong,Yuan Xiaoming,et al.Rock and Soil Mechanics,2005,26(1):33-36.
[9]张勇,孔令伟,李雄威.循环荷载下饱和软黏土的动骨干曲线模型研究[J].岩土力学,2010,31(6):1699-1704.Zhang Yong,Kong Lingwei,Li Xiongwei.Rock and Soil Mechanics,2010,31(6):1699-1704.
[10]徐舜华,王兰民,孙军杰,等.黄土震陷性深度特征的试验研究[J].岩土力学,2010,31(11):3397-3403.Xu Shunhua,Wang Lanmin,Sun Junjie,et al.Rock and Soil Mechanics,2010,31(11):3397-3403.
[11]张先伟,王常明,李军霞.软土固结蠕变特性及机制研究[J].岩土力学,2011,32(12):3584-3590.Zhang Xianwei,Wang Changming,Li Junxia.Rock and Soil Mechanics,2011,32(12):3584-3590.
[12]陈青生,高广运,何俊锋.上海软土场地三维非线性地震反应分析[J].岩土力学,2011,32(11):3461-3467.Chen Qingsheng,Gao Guangyun,He Junfeng.Rock and Soil Mechanics,2011,32(11):3461-3467.
[13]黄博,史海栋,凌道盛,等.两种粉质黏土的动静强度特性对比研究[J].岩土力学,2012,33(3):665-673.Huang Bo,Shi Haidong,Ling Daosheng,et al.Rock and Soil Mechanics,2012,33(3):665-673.
[14]丁伯阳,张勇.杭州第四系软土动力特性试验与土结构性影响的探讨[J].岩土力学,2012,33(2):336-342.Ding Boyang,Zhang Yong.Rock and Soil Mechanics,2012,33(2):336-342.
[15]李国维,胡坚,陆晓岑,等.超固结软黏土一维蠕变次固结系数与侧压力系数[J].岩土工程学报,2012,34(12):2198-2205.Li Guowei,Hu Jian,Lu Xiaocen,et al.Chinese Journal of Geotechnical Engineering,2012,34(12):2198-2205.
[16]郭林,蔡袁强,王军,等.长期循环荷载作用下温州结构性软黏土的应变特性研究[J].岩土工程学报,2012,34(12):2249-2254.Guo Lin,Cai Yuanqiang,Wang Jun,et al.Chinese Journal of Geotechnical Engineering,2012,34(12):2249-2254.
[17]王元战,黄东旭,肖忠.天津滨海地区两种典型软黏土蠕变特性试验研究[J].岩土工程学报,2012,34(2):379-380.Wang Yuanzhan,Huang Dongxu,Xiao Zhong.Chinese Journal of Geotechnical Engineering,2012,34(2):379-380.
[18]郑刚,霍海峰,雷华阳,等.循环荷载后原状与重塑饱和粉质黏土不排水强度性状研究[J].岩土工程学报,2012,34(3):400-408.Zheng Gang,Huo Haifeng,Lei Huayang,et al.Chinese Journal of Geotechnical Engineering,2012,32(3):400-408.
[19]李丽华,陈轮,高盛焱.翠湖湿地软土触变性试验研究[J].岩土力学,2010,31(3):765-768.Li Lihua,Chen Lun,Gao Shengyan.Rock and Soil Mechanics,2010,31(3):765-768.
[20]师旭超,韩阳.卸荷作用下软黏土回弹吸水试验研究[J].岩土力学,2010,31(3):732-736.Shi Xuchao,Han Yang.Rock and Soil Mechanics,2010,31(3):732-736.
[21]Desai C S,Ma Y.Modelling of joints and interface using the disturbed state concept[J].Internation Journal of Numerical and Analytical Methods in Geomechanics,1992,16:623-653.
[22]Armaleh S H,Desai C S.Modelling and testing of cohesion less material using disturbed state concept[J].Journal of the Mechanical Behavior of Materials,1994(2):297-295.
[23]Surajit P,Wathugais G W.Disturbed state model for sand geosynthetic interface and application to pull out tests[J].Internation Journal of Numerical and Analytical Methods in Geomechanics,1999,23:1873-1892.
[24]Fakharian K,Evgin E.Plastic modeling of stress path depedent behavior of interfaces[J].Internation Journal of Numerical and Analytical Methods in Geomechanics,2000,24:183-199.
[25]Lee C Y.Pile groups under negative skin friction[J].Journal of Geotechnical Engineering,1993,119(10):1587-1600.
[26]Lee C J.Development of down drag on piles and pile groups in consolidation soil[J].Journal of Geotechnical and Geoenvironmental Engineering,2004,130(9):905-914.
[27]胡存,刘海笑,黄维.考虑循环载荷下饱和黏土软化的损伤边界面模型研究[J].岩土力学,2012,33(2):459-466.Hu Cun,Liu Haixiao,Huang Wei.Rock and Soil Mechanics,2012,33(2):459-466.
[28]刘金韬.唐山沿海主要环境地质问题形成机制及其预测模型的研究[D].北京:中国地质大学,1998.Liu Jintao.The research of forming mechanism and calculating model of the main environmental geological problem in tangshan coastal areas[D].Beijing:China University of Geosciences,1998.
[29]杨书遂.渤海湾西岸海滩地区工程地质条件初探[J].水文地质工程地质,1989,16(2):58-59.Yang Shusui.Hydrogeology&Engineering Geology,1989,16(2):58-59.
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