砾石含量对成都粘土力学特性的影响
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摘要
通过三轴剪切试验,研究分析含砾成都粘土的力学特性。主要进行成都粘土与砾石不同配比的混合土三轴剪切试验,按照砾石含量的质量百分数进行分组。进行了四种围压(50kPa、100kPa、200kPa和400kPa)作用时的固结排水与固结不排水试验,并得出如下结论:①低围压时(σ1-σ3)随砾石含量的增加而提高;高围压时,20%试样(σ1-σ3)最低,依次是0%试样、40%试样;②随砾石含量的增加,割线刚度有所提高;③CD试验中,试样未出现体胀现象,40%试样体缩量较小;CU试验中,未出现孔隙水压力减小趋势,40%试样孔隙水压力值较高。
Based on the triaxial shear test,the mechanical properties of pebbly Chengdu clay is investigated and analyzed.Chengdu clays and gravels are mixed with different proportions with the percentage of the mass of the gravels.The experiments are performed with four kinds of confining pressure of 50kPa,100kPa,200kPa and 400kPa respectively under drained and undrained conditions,from which the conclusions can be drawn as follows:①Under low confining pressure(σ1-σ3)has increased with increasing of the content of gravel;and under higher confining(σ1-σ3)of the 20% sample is the minimum,followed by 0% sample and 40% sample;②the secant modulus increases with the increase of content of the gravel;and ③the behavior of dilatability do not appear in the CD tests;the pore water pressure do not decrease in the CU tests.
Based on the triaxial shear test,the mechanical properties of pebbly Chengdu clay is investigated and analyzed.Chengdu clays and gravels are mixed with different proportions with the percentage of the mass of the gravels.The experiments are performed with four kinds of confining pressure of 50kPa,100kPa,200kPa and 400kPa respectively under drained and undrained conditions,from which the conclusions can be drawn as follows:①Under low confining pressure(σ1-σ3)has increased with increasing of the content of gravel;and under higher confining(σ1-σ3)of the 20% sample is the minimum,followed by 0% sample and 40% sample;②the secant modulus increases with the increase of content of the gravel;and ③the behavior of dilatability do not appear in the CD tests;the pore water pressure do not decrease in the CU tests.
引文
[1]苏森.成都粘土的工程特性与评价[J].工程勘察,1992,(2):5-11.
[2]罗莜清.成都粘土的工程地质特性及其评价[J].地质灾害与环境保护,1999,10(2):60-62.
[3]汪波,聂前勇,王运生,等.也论成都粘土的成因[J].地质灾害与环境保护,2002,13(1):54-57.
[4]应立朝,梁斌,王全伟,等.成都平原红土堆积的风成成因证据[J].第四纪研究,2007,27(2):286-294.
[5]应立朝,梁斌,王全伟,等.成都平原区成都粘土的粒度特征及其成因意义[J].沉积与特提斯地质,2012,32(1):72-77.
[6]陈仲颐,周景星,王洪瑾.土力学[M].北京:清华大学出版社,2009.
[7]郭庆国.关于粗粒土工程特性及其分类的探讨[J].水利水电技术,1979.
[8]王龙,马松林,徐德兴,等.土石混合料的结构分类[J].哈尔滨建筑大学学报,2000,23(6):129-132.
[9]陈志波,朱俊高,王强.宽级配砾质土压实特性试验研究[J].岩土工程学报,2008,30(3):446-449.
[10]彭社琴,赵其华,黄润秋.成都粘土动三轴试验研究[J].地质灾害与环境保护,2002,13(1):57-60.
[11]朱玉平,董孝璧,孔德坊.成都粘土场地土体的地震反应分析[J].地质灾害与环境保护,1998,9(3):40-44.
[12]罗强,蔡英,易先银.成都粘土石灰土的试验研究[J].西南交通大学学报,1996,31(1):42-47.
[13]SL237-1999,土工试验规程[S].
[2]罗莜清.成都粘土的工程地质特性及其评价[J].地质灾害与环境保护,1999,10(2):60-62.
[3]汪波,聂前勇,王运生,等.也论成都粘土的成因[J].地质灾害与环境保护,2002,13(1):54-57.
[4]应立朝,梁斌,王全伟,等.成都平原红土堆积的风成成因证据[J].第四纪研究,2007,27(2):286-294.
[5]应立朝,梁斌,王全伟,等.成都平原区成都粘土的粒度特征及其成因意义[J].沉积与特提斯地质,2012,32(1):72-77.
[6]陈仲颐,周景星,王洪瑾.土力学[M].北京:清华大学出版社,2009.
[7]郭庆国.关于粗粒土工程特性及其分类的探讨[J].水利水电技术,1979.
[8]王龙,马松林,徐德兴,等.土石混合料的结构分类[J].哈尔滨建筑大学学报,2000,23(6):129-132.
[9]陈志波,朱俊高,王强.宽级配砾质土压实特性试验研究[J].岩土工程学报,2008,30(3):446-449.
[10]彭社琴,赵其华,黄润秋.成都粘土动三轴试验研究[J].地质灾害与环境保护,2002,13(1):57-60.
[11]朱玉平,董孝璧,孔德坊.成都粘土场地土体的地震反应分析[J].地质灾害与环境保护,1998,9(3):40-44.
[12]罗强,蔡英,易先银.成都粘土石灰土的试验研究[J].西南交通大学学报,1996,31(1):42-47.
[13]SL237-1999,土工试验规程[S].
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