Constitutive models for sands under dynamic loading and constitutive parameters estimated based on SPT blow count N

动载砂体本构模型及基于SPT打击次数N估计的本构参数

基本信息

批准号：
17560442
负责人：
OHTA Hideki
金额：
$ 2.24万
依托单位：
Tokyo Institute of Technology
依托单位国家：
日本
项目类别：
Grant-in-Aid for Scientific Research (C)
财政年份：
2005
资助国家：
日本
起止时间：
2005 至 2006
项目状态：
已结题

来源：
https://kaken.nii.ac.jp/en/grant/KAKENHI-PROJECT-17560442/
关键词：
elastic-plastic constitutive model numerical analysis constant volume triaxial test SPT blow count N computer simulation field monitoring parameter estimation procedure dynamic analysis 等体積3軸試験

项目摘要

Two world-wide well known elastic-plastic constitutive models, the Original Cam Clay model and the Modified Cam Clay model, are extended into anisotropic forms applicable to Ko-consolidated natural soil deposits and further extended into forms appropriate to describe the soil behaviour under repeated loading by using the concepts both of extended sub-loading surface and super-loading surface proposed by Hashiguchi et al (1998) and Asaoka et al (2002) respectively. Examination of these two extended models from the theoretical and numerical points of view indicates that they are employable in engineering practice under limited conditions and suggests the need of developing a family of constitutive models applicable to wider variety of sandy soils. The newly developed family of models includes the Original and Modified Cam Clay models and is found to be applicable to wide variety of natural soil deposits.Undisturbed block samples of dense fine sand taken from a tunneling site are subjecte … More d to a series of constant volume triaxial tests under very high confining pressure. The constitutive parameters obtained from the triaxial tests are carefully compared with the blow count N obtained from the Standard Penetration Tests carried out at the tunneling site aiming at correlating the blow count N with the parameters needed in constitutive models. Confirmation of the relationship between the blow count N and undrained shear strength of sand empirically proposed by Nishigaki et al (1974, 1980) is one of the aims.A procedure of parameter estimation for sandy deposits based on the blow count N from the SPT is thus developed and examined how it works in the engineering practice by employing in a computer simulation of a deep excavation work carried out at a site of sandy deposit. The results obtained from this trial computer simulation using a soil/water coupled finite element code incorporating the newly developed constitutive model are found to be satisfactory by comparing with monitored bending moment and deformation of sheet pile wall installed in the sandy deposit being excavated. It is concluded that the constitutive parameters of sandy deposits for which the SPT blow count N is often the sole available information on mechanical properties can be estimated based primarily on the blow count N and applicable in engineering practice. Less

两个全球知名的弹塑性组成型模型，原始的凸轮粘土模型和修改后的凸轮粘土模型被扩展到适用于KO固化的天然土壤沉积物的各向异性形式，并进一步扩展到适当的形式中，以描述在重复负载下通过使用Extended Sublended Surfacs和2002的Al and As an and and As an and As an and As an and and（1998从理论和数值观点对这两个扩展模型的检查表明，它们在有限的条件下在工程实践中可用，并表明需要开发适用于各种沙质土壤的组成型模型家族。新开发的模型系列包括原始和改良的凸轮粘土模型，发现适用于各种天然土壤沉积。从隧道位置采集的浓密的细砂样品受到了对象……在非常高的限制压力下进行了一系列恒定体积的三轴测试。将从三轴检验获得的本构参数与从隧道位置进行的标准穿透测试获得的打击计数N进行了仔细的比较。确认了Nishigaki等人（1974，1980）急切地提出的沙子的打击计数与未排水的剪切强度之间的关系。这是一个目的之一，是一种基于SPT的打击数N的砂质沉积物的参数估计程序，因此是由SPT开发的，并通过在工程中进行了用于在进行的计算机模拟中的工程练习，以进行精心锻炼的网站，以进行精心设计的工作，以进行精心锻炼。从该试验计算机仿真获得的结果使用土壤/水耦合有限元代码，结合了新开发的本构模型，可以通过与受监视的弯曲矩和安装在沙质沉积物中安装的板桩壁的变形进行比较来满足。得出的结论是，SPT打击计数N通常是机械性能的唯一可用信息可以估计的是主要基于打击数N并适用于工程实践的唯一可用信息。较少的

项目成果

期刊论文数量（23）

专著数量（0）

科研奖励数量（0）

会议论文数量（0）

专利数量（0）

Constant Volume Shear Behavior of Sandy Soils under High Confining Pressure

高围压下砂土的定容剪切特性

DOI：
发表时间：
2006
期刊：
Journal of Geotechnical Engineering (Japan Society of Civil Engineers) Vol.62, No.4
影响因子：
0
作者：
Minoru Sakaue;Tsugio Yoshida;Katsumi Yamashita;Futoshi Maegawa;Syohei Katayama;Hideki Ohta
通讯作者：
Hideki Ohta

Shaking table tests on the lateral response of a pile buried in liquefied sand