重塑与原状风化土阻尼比试验对比研究
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摘要
对一砂质泥岩风化土在300,400,500 k Pa及600 k Pa固结围压下,分别进行了原状土样与重塑土样的动三轴试验,得到了该砂质泥岩风化土的阻尼比曲线。试验结果表明,原状土与重塑土在各固结围压试验下,阻尼比随归一化剪应变γ取值的增大而增大,且在γ取值相同时,原状土阻尼比值大于相应重塑土;原状土与重塑土试样的λd~γ关系曲线均随固结围压的升高而逐渐降低,且降低幅度随着γ值的增大而减小,并在γ值接近于1时各关系曲线基本交叉重合;在同等试验条件下,通过经验公式与绘图两种方式求得的最大阻尼比值相差很小,但随着固结围压的增大,两种方式求得的最大阻尼比值相差变大。
This paper focuses on the dynamic traxial test of remodeled and undisturbed sandy mudstone saprolite samples under confining pressures of 300 k Pa,400 k Pa,500 k Pa and 600 k Pa,and the damping ratio curves of the saprolite samples were obtained. The results show that the damping ratio of all saprolite samples will increase with the increment of normalized shear strainγ under different confining pressure; furthermore,for the same γ value,the damping ratio of the undisturbed saprolite is higher;the λd- γ curve of all saprolites goes downward with the increment of confining pressure and the reducing amplitude declines with the increment of value γ,when the γ value gets close to 1. 0,all the curves intersect and coincide; under the same test conditions,the maximum damping ratios obtained by empirical formula and drawing are close,however,with the increment of confining pressure,the difference of the maximum damping ratio calculated by the two ways becomes larger.
This paper focuses on the dynamic traxial test of remodeled and undisturbed sandy mudstone saprolite samples under confining pressures of 300 k Pa,400 k Pa,500 k Pa and 600 k Pa,and the damping ratio curves of the saprolite samples were obtained. The results show that the damping ratio of all saprolite samples will increase with the increment of normalized shear strainγ under different confining pressure; furthermore,for the same γ value,the damping ratio of the undisturbed saprolite is higher;the λd- γ curve of all saprolites goes downward with the increment of confining pressure and the reducing amplitude declines with the increment of value γ,when the γ value gets close to 1. 0,all the curves intersect and coincide; under the same test conditions,the maximum damping ratios obtained by empirical formula and drawing are close,however,with the increment of confining pressure,the difference of the maximum damping ratio calculated by the two ways becomes larger.
引文
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[3]尚守平,卢华喜,任慧,等.动荷载作用下土阻尼比的试验对比研究[J].地震工程与工程振动,2006,26(2):161-165.
[4]毛尚礼,余湘娟,张富有.昆明黏性土动力特性试验研究[J].地震工程与工程振动,2011,31(2):170-174.
[5]黄芮,张延军,李洪岩,等.辽河三角洲相沉积软土动力特性试验[J].吉林大学学报:地球科学版,2010,40(5):1115-1120.
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[7]何昌荣.动模量和阻尼比的动三轴试验研究[J].岩土工程学报,1997,19(2):39-48.
[8]沈珠江,徐刚.堆石料的动力变形特性[J].水利水运科学研究,1996,6(3):143-150.
[9]SL237-1999土工试验规程[S].
[10]谢定义.土动力学[M].北京:高等教育出版社,2011.
[11]陈国兴.岩土地震工程学[M].北京:科学出版社,2007.
[12]王宏,殷力涛,赵剑明,等.穿黄工程隧洞段饱和砂土的动强度特性研究[J].人民长江,2011,42(8):107-110.
[13]Hardin B O,Drnevich V P.Shear modulus and damping in soils[J].Geotechnical Division of ASCE,1972,98(6):603-624.
[14]何昌荣.动模量和阻尼比的动三轴试验研究[J].岩土工程学报,1997,19(2):39-48.
[2]孙静,袁晓铭.土的动模量与阻尼比研究述评[J].世界地震工程,2003,19(1):88-95.
[3]尚守平,卢华喜,任慧,等.动荷载作用下土阻尼比的试验对比研究[J].地震工程与工程振动,2006,26(2):161-165.
[4]毛尚礼,余湘娟,张富有.昆明黏性土动力特性试验研究[J].地震工程与工程振动,2011,31(2):170-174.
[5]黄芮,张延军,李洪岩,等.辽河三角洲相沉积软土动力特性试验[J].吉林大学学报:地球科学版,2010,40(5):1115-1120.
[6]孙静.岩土动剪切模量阻尼试验及应用研究[D].哈尔滨:中国地震局工程力学研究所,2004.
[7]何昌荣.动模量和阻尼比的动三轴试验研究[J].岩土工程学报,1997,19(2):39-48.
[8]沈珠江,徐刚.堆石料的动力变形特性[J].水利水运科学研究,1996,6(3):143-150.
[9]SL237-1999土工试验规程[S].
[10]谢定义.土动力学[M].北京:高等教育出版社,2011.
[11]陈国兴.岩土地震工程学[M].北京:科学出版社,2007.
[12]王宏,殷力涛,赵剑明,等.穿黄工程隧洞段饱和砂土的动强度特性研究[J].人民长江,2011,42(8):107-110.
[13]Hardin B O,Drnevich V P.Shear modulus and damping in soils[J].Geotechnical Division of ASCE,1972,98(6):603-624.
[14]何昌荣.动模量和阻尼比的动三轴试验研究[J].岩土工程学报,1997,19(2):39-48.
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