高含沙河流“揭河底”河段胶泥层力学性能研究

针对高含沙河流"揭河底"现象,试验分析了"揭河底"河段絮凝沉积胶泥层土样的干密度、含水量、塑性指数与其抗剪强度的关系以及胶泥层的各项力学特性,可为研究"揭河底"河段胶泥层力学强度与掀揭临界条件提供参考.     

粘土对聚羧酸减水剂性能的影响及机理研究

粘土作为杂质存在于混凝土的组分如砂石中,粘土对聚羧酸减水剂有较强的吸附性,从而影响混凝土的工作性。研究了不同粘土对掺聚羧酸减水剂的水泥浆体及砂浆流动性的影响规律,探讨了聚羧酸减水剂与粘土的相互作用机理。研究结果表明,不同粘土对水泥浆体的流动性有不同程度的影响,蒙脱土和膨润土相对于高岭土及筛分土对砂浆的流动性影响更为显著;同时,相对于不掺聚羧酸的砂浆,粘土对掺聚羧酸减水剂砂浆的流动性影响更为显著。粘土自身的吸附性与疏水基的定向吸附共同作用及粘土中的金属离子与聚羧酸的螯合作用可能是粘土吸附聚羧酸减水剂的机理。     

软土超深基坑失稳破坏的离心模型试验研究

通过土工离心机对三组挖深24 m软土超深基坑的开挖施工过程及失稳破坏进行模拟,研究了软土超深基坑稳定影响因素、破坏特征与征兆等.结果显示,墙趾进入硬土层后的嵌固作用对"踢脚"变形控制非常有利,也显著提高了基坑稳定性.嵌固作用在墙趾插入到硬土层中一定深度以后不再随插入深度增加而增强.挡墙位于上海典型软黏土中且不进入硬土层时,其临界插入深度比为0.78.软土深基坑失稳破坏征兆:(1)挡墙"踢脚"明显,量值约为墙体最大水平位移1/3;(2)坑外地表沉降达到1.38%H(开挖深度),地面出现大量横裂缝;(3)坑底靠近挡墙的土体隆起大于基坑中部,最大量值达到3.1%～3.8%H;(4)坑内土体处于被动土压力极限状态.可用于综合评判基坑的稳定性,指导类似超深基坑的设计、施工和安全监控.     

低电阻率油层的成因类型与测井响应

低电阻率油层根据其成因影响因素可划分5种类型：岩石骨架导电型、高束缚水饱和度型、高矿化度地层水型、双孔隙度结构与裂缝并存型、咸水泥浆侵入型。导致油层电阻率降低的主要内在因素包括：储层岩石骨架中含有导电物质如含黄铁矿等金属矿物时,是导致低电阻油层形成原因之一;岩石中黏土矿物阳离子交换性与平衡阳离子的附加导电作用可以造成油层电阻率的明显降低,形成低电阻率油层;岩性细、泥质含量高、储层孔隙结构复杂化,孔隙吼道变小,微孔隙增多为束缚水提供了储存空间,形成高束缚水饱和度储层,导电能力增强,使油层电阻率变低。咸水泥浆侵入是油层电阻率变低的外在因素。     

饱和软黄土的力学与工程性质分析

饱和软黄土是西安地铁建设中遇到的一个难点问题。由于特殊的物理力学性质,致使其工程处理措施较为复杂。结合西安地铁勘察成果和其他工程试验与监测结果,从饱和软黄土的定义、成因、分布范围、力学特性、工程性质以及处理措施等方面对西安地区饱和软黄土进行较为全面的认识。     

活性氧化铝除氟性能研究

对3种不同粒径的氧化铝进行活化,控制滤建,研究其除氟性能,并在实验条件下测得其饱和吸附量.实验结果表明,除氟剂粒径小、比表面积较大时,有利于除氟性能的提高.     

白鹤滩水电站左岸雾化区边坡稳定性分析

为深入研究雾化雨入渗引发的岩体边坡失稳机制,基于白鹤滩水电站高边坡基本地质条件和稳定性控制边界条件,采用饱和-非饱和渗流有限元分析方法,借鉴饱和-非饱和强度理论,研究了边坡在雾化雨条件下的渗流场变化规律。采用严格Janbu法、Sarma法、不平衡推力法对两岸边坡进行二维极限平衡分析,并且综合分析了雾化区边坡岩体及控制性结构面的强度及荷载变化规律,计算得到雾化区边坡在各种工况条件下稳定性变化规律。分析表明,降雨入渗将使边坡坡面浅部的压力水头抬升,坡脚局部饱和区最大水位升高;同时岩体的抗剪强度减小,边坡稳定性明显下降。     

Triaxial compression strength for artificial frozen clay with thermal gradient

A series of triaxial compression tests for frozen clay were performed by K0DCGF (freezing with non-uniform temperature under loading after K0 consolidation) method and GFC (freezing with non-uniform temperature without experiencing K0 consolidation) method at various confining pressures and thermal gradients. The experimental results indicate that the triaxial compression strength for frozen clay in K0DCGF test increases with the increase of confining pressure, but it decreases as the confining pressure increases further in GFC test. In other words, the compression strength for frozen clay with identical confining pressure decreases with the increase in thermal gradient both in K0DCGF test and GFC test. The strength of frozen clay in K0DCGF test is dependent of pore ice strength, soil particle strength and interaction between soil skeleton and pore ice. The decrease of water content and distance between soil particles leads to the decrease of pore size and the increase of contact area between particles in K0DCGF test, which further results in a higher compression strength than that in GFC test. The compression strength for frozen clay with thermal gradient can be descried by strength for frozen clay with a uniform temperature identical to the temperature at the height of specimen where the maximum tensile stress appears.     

冲击压缩荷载下压实粘性土的动态力学性能试验研究

针对压实粘性土体应变率敏感性,利用聚碳酸脂分离式Hopkinson压杆试验装置,对其动态力学性能进行了研究.结果表明:压实粘性土的动态强度、峰值强度增长因子和比能量吸收以及过应力与应变率呈近似指数关系,而动态峰值应变与峰值应变增长因子随应变率的增加而近似线性增加,这些均说明动态峰值强度和峰值应变均体现了显著的应变率相关性.同时进一步分析过应力与应变率(包括准静态)的关系表明:当应变率低于参考应变率时,动态强度受应变率的影响相对较小,而当应变率高于参考应变率时,动态强度受应变率的影响较大.     

Scattering wave field around a cavity with circular cross-section embedded in saturated soil using boundary element method

Based on Biot＇s theory and considering the properties of a cavity, the boundary integral equations for the numerical simulation of wave scattering around a cavity with a circular cross-section embedded in saturated soil are obtained using integral transform methods. The Cauchy type singularity of the boundary integral equation is discussed. The effectiveness of the properties of soil mass and incident field on the dynamic stress concentration and pore pressure concentration around a cavity is analyzed. Our results are in good agreement with the existing solution. The numerical results of this work show that the dynamic stress concentration and pore pressure concentration are influenced by the degree of fluid-solid coupling as well as the pore compressibility and water permeability of saturated soil. With increased degree of fluid-solid coupling, the dynamic stress concentration improves from 1.87 to 3.42 and the scattering becomes more significant. With decreased index of soil mass compressibility, the dynamic stress concentration increases and its maximum reaches 3.67. The dynamic stress concentration increases from 1.64 to 3.49 and pore pressure concentration improves from 0.18 to 0.46 with decreased water permeability of saturated soil.