榆佳高速公路石灰稳定土极限动力特性研究
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摘要
为了获取石灰稳定土在极限状态下的动力学特性,在榆佳高速公路佳县某路段采取扰动土样,进行标准击实试验,制作标准重塑试件,利用DDS-70循环三轴试验系统,测试了动应力幅值为100、150、190、200kPa,围压为25、50、75kPa,含水量为26.0%、21%、18%,循环次数为2 000、5 000次,固结比为2.0、振动频率为3Hz、5Hz的条件下石灰土的动应力—应变关系。试验表明:在动荷载作用下,石灰土失稳破坏前的永久变形难以达到动强度判别标准所要求的应变值,采用临界动应力才能表征石灰土产生失稳变形的性状。石灰土的临界动应力范围值界定为190～200kPa。含水量与振动频率对所研究的石灰土临界动应力影响较小,但随着含水量的增大和振动频率的增加,石灰土的临界动应力总体上有减小的趋势,趋近于上述确定范围的下限值190kPa。这些值可以作为榆佳高速公路石灰稳定土的动力设计参考值。
In order to obtain ultimate dynamic feature of roadbed lime stabilized soil under limit loading condition,standard reshaped specimens are done by standard compaction experiment using disturbed soil sample.Kinetic stress and strain relation curve of lime stabilized soil is tested using DDS-70 cycle triaxial test system under 100,150,190 and 200 kPa dynamic stress amplitude conditions,under 25,50 and 75 kPa confining pressure conditions,with 26.0%,21% and 18% water content,under 2 000 and 5000 cycle number or 3 Hz and 5Hz vibration frequency conditions with constant consolidation ratio.Test results show that permanent deformation of lime stabilized soil failure is hard to achieve value required by the dynamic strength standard,and ultimate dynamic stress is fit to judge dynamic failure of the soil.Critical dynamic stress is limited to 190-200 kPa.Water content and frequency have less effect on ultimate dynamic stress of the soil,but the stress generally tends to decrease with increasing of water content and frequency.And the range approaches lower limiting value of the range,190 kPa,which can be used as reference value of dynamic design on roadbed lime stabilized soil in Yujia highway.
In order to obtain ultimate dynamic feature of roadbed lime stabilized soil under limit loading condition,standard reshaped specimens are done by standard compaction experiment using disturbed soil sample.Kinetic stress and strain relation curve of lime stabilized soil is tested using DDS-70 cycle triaxial test system under 100,150,190 and 200 kPa dynamic stress amplitude conditions,under 25,50 and 75 kPa confining pressure conditions,with 26.0%,21% and 18% water content,under 2 000 and 5000 cycle number or 3 Hz and 5Hz vibration frequency conditions with constant consolidation ratio.Test results show that permanent deformation of lime stabilized soil failure is hard to achieve value required by the dynamic strength standard,and ultimate dynamic stress is fit to judge dynamic failure of the soil.Critical dynamic stress is limited to 190-200 kPa.Water content and frequency have less effect on ultimate dynamic stress of the soil,but the stress generally tends to decrease with increasing of water content and frequency.And the range approaches lower limiting value of the range,190 kPa,which can be used as reference value of dynamic design on roadbed lime stabilized soil in Yujia highway.
引文
[1]吴世明,徐攸在.土动力学现状与发展[J].岩土工程学报,1998,20(3):125-130.
[2]汪闻韶.土的动力强度和液化特性[M].北京:中国电力出版社,1996.
[3]张建民,王稳祥.振动频率对饱和砂土动力特性的影响[J].岩土工程学报,1990,12(1):89-97.
[4]徐学燕,仲从利.冻土的动力特性研究及其参数确定[J].岩土工程学报,1998,20(5):77-81.
[5]陈存礼,胡再强.强夯地基黄土的动力特性参数及其与振动频率的关系[J].西安理工大学学报,1998,14(2):217-220.
[6]王建荣,张振中,王峻,等.振动频率对原状黄土动本构关系的影响[J].西北地震学报,1999,21(3):310-314.
[7]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.
[8]刘汉龙.土动力学与岩土地震工程研究进展[C]//第九届全国土力学会议土动论文综述.北京:清华大学出版社,2003.
[9]卢永贵,罗强,曹新文,蔡英.成都粘土及其石灰稳定土的动力特性试验研究[J].路基工程,1998,77(2):34-37.
[10]王杰贤.动力地基与基础[M].北京:科学出版社,2001.
[11]吴世明.土动力学[M].北京:中国建筑工业出版社,2000.
[2]汪闻韶.土的动力强度和液化特性[M].北京:中国电力出版社,1996.
[3]张建民,王稳祥.振动频率对饱和砂土动力特性的影响[J].岩土工程学报,1990,12(1):89-97.
[4]徐学燕,仲从利.冻土的动力特性研究及其参数确定[J].岩土工程学报,1998,20(5):77-81.
[5]陈存礼,胡再强.强夯地基黄土的动力特性参数及其与振动频率的关系[J].西安理工大学学报,1998,14(2):217-220.
[6]王建荣,张振中,王峻,等.振动频率对原状黄土动本构关系的影响[J].西北地震学报,1999,21(3):310-314.
[7]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.
[8]刘汉龙.土动力学与岩土地震工程研究进展[C]//第九届全国土力学会议土动论文综述.北京:清华大学出版社,2003.
[9]卢永贵,罗强,曹新文,蔡英.成都粘土及其石灰稳定土的动力特性试验研究[J].路基工程,1998,77(2):34-37.
[10]王杰贤.动力地基与基础[M].北京:科学出版社,2001.
[11]吴世明.土动力学[M].北京:中国建筑工业出版社,2000.
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