黏土中孔压传递规律及水浮力折减的试验研究
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摘要
针对黏土中孔隙水压力传递机理不明确以及水浮力是否存在折减的问题,制作了一套U型管模型试验装置,利用孔压计对渗流状态下黏土中孔压大小进行测试,并对埋置于黏土中的模型桶进行上浮性试验。试验结果表明:孔压在黏土中的传递具有明显的滞后性,但随着水力梯度的增大,滞后时间呈缩短趋势;黏土中水浮力大小存在一定程度的折减,折减系数的范围在0. 84～0. 87,且随着水位的增高,水浮力折减系数有逐渐增大的趋势;模型桶在浮起的过程中,其底部的孔压大小呈现先减小后增大的趋势。
In order to investigate pore water pressure transfer mechanism in clay and reduction issues during water buoyancy transfer in clay,a set of U-tube model test device was proposed,the pore water pressure in clay under seepage condition was tested with pore water pressure gauge,and the floating test of model bucket buried in clay was carried out. The test results showed that the transfer of pore pressure in clay was obvious delayed,and the lag time tended to be shortened with the increase of hydraulic gradient. The buoyancy in clay was reduced,and the reduction coefficient ranged from 0. 84 to 0. 87. During floating of the model bucket,the pore water pressure at the bottom of the model bucket first decreased and then increased.
In order to investigate pore water pressure transfer mechanism in clay and reduction issues during water buoyancy transfer in clay,a set of U-tube model test device was proposed,the pore water pressure in clay under seepage condition was tested with pore water pressure gauge,and the floating test of model bucket buried in clay was carried out. The test results showed that the transfer of pore pressure in clay was obvious delayed,and the lag time tended to be shortened with the increase of hydraulic gradient. The buoyancy in clay was reduced,and the reduction coefficient ranged from 0. 84 to 0. 87. During floating of the model bucket,the pore water pressure at the bottom of the model bucket first decreased and then increased.
引文
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[3]钱七虎.迎接我国城市地下空间开发高潮[J].岩土工程学报,1998(1):112-113.
[4]叶俊能,刘干斌.考虑围护摩阻力的地铁车站结构抗浮安全设计[J].岩土力学,2010,31(增刊1):279-283.
[5]MUSKAT M.The Flow of Homogeneous Fluids Through Porous Media[M].New York:Mc Graw-Hill Book Co,Inc,1973:45-123.
[6]崔岩,崔京浩,吴世红.地下结构浮力模型试验研究[J].特种结构,1999,16(1:)32-35.
[7]崔岩,崔京浩,吴世红,等.浅埋地下结构外水压力折减系数试验研究[J].岩石力学与工程学报,2000,19(1):82-84.
[8]张彬.深基坑水土压力共同作用试验研究与机理分析[D].武汉:武汉大学,2004.
[9]问延煦,施建勇.孔压滞后现象及其对固结系数的影响[J].岩石力学与工程学报,2005,24(2):357-364.
[10]OGAWA S,IKEDA T,KAMEI T,et al.Field Investigations on Seasonal Variations of the Groundwater Level and Pore Water Pressurein Landslide Areas[J].Soils&Foundations,1987,27(1):50-60.
[11]李广信,吴剑敏.浮力计算与黏土中的有效应力原理[J].岩土工程技术,2003(2):63-66.
[12]崔红军,陆士强.基坑围护结构承受的水压力计算理论的试验验证和分析[J].武汉大学学报,2001,34(1):45-48.
[13]张第轩.地下结构抗浮模型试验研究[D].上海:上海交通大学,2007.
[14]向科,周顺华,詹超.浅埋地下结构浮力模型试验研究[J].同济大学学报(自然科学版),2010,38(3):346-353.
[15]梅国雄,宋林辉,宰金珉.地下水浮力折减试验研究[J].岩土工程学报,2009,31(9):1476-1480.
[16]宋林辉,王宇豪,付磊,等.软黏土中地下结构浮力测试试验与分析[J].岩土力学,2018,39(2):753-758.
[17]周朋飞.城市复杂环境下地下水浮力作用机理试验研究[D].北京:中国地质大学,2006.
[18]周明.不同土层中地下结构抗浮作用的试验研究[D].广州:广州大学,2013.