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饱和层状砂土液化特性的动三轴试验研究 总被引:2,自引:0,他引:2
利用GDS动三轴试验系统采用等幅循环应变加载方式对含有不同厚度粉土的饱和层状砂土进行了液化强度试验。分析了均匀砂和含有不同粉粒层厚度的层状砂土在循环荷载作用下的变形和力学特性。试验分析表明:由于含粉粒夹层的层状土特殊的土体结构,其孔隙水压力发展规律与一般的无黏性砂土不同;饱和层状砂土的抗液化强度并不是随着粉粒层厚度的增加而单调增加的,而是存在一个临界点;液化临界剪应变的大小与液化判别标准和循环次数有很大关系。试验结果表明,粉粒夹层对层状砂土的液化特性有很大的影响,且更能模拟自然环境条件下的层状砂土地基液化特性。 相似文献
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基于完全不排水试验的已有研究结果表明,只有在饱和松砂中才可能发生流滑现象,较密实的饱和剪胀性砂土在初始液化后的不排水循环或单调剪切作用条件下,则会呈现出所谓往返活动性或抗剪强度恢复现象。然而,实际土工抗震边值问题中的饱和砂土在许多情况下并不能够被视为处于完全不排水条件,可能由于土性和变形等因素的不同而处于剪切排水甚至剪切吸水条件。通过对饱和砂土液化后常剪切吸水率试验结果的分析指出,剪切吸水条件可能导致剪胀性砂土的抗剪能力显著降低、甚至发生流滑现象。基于可逆性与不可逆性剪切体应变的概念以及3种体应变分量变化的特性规律,推导出剪切吸水条件下的体变约束条件。不同排水条件下的体变约束条件决定了剪胀性砂土应力-应变响应的不同变化,当满足自由吸水剪切条件时饱和砂土会出现具有流动特征的大变形;当满足强制吸水剪切条件时会发生具有非稳定特征的流滑现象。 相似文献
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饱和砂土爆炸液化特性研究 总被引:3,自引:0,他引:3
基于有效应力动力分析法,在Byrne有效应力弹塑性模型的基础上,提出了一个能够考虑主应力轴旋转、饱和砂土含有少量气体、饱和砂土液化后的应变软化和应力重分布特性的弹塑性模型。将该模型编制成分析模块,并与通用岩土分析软件FLAC接口,进而对饱和砂土分别在单点、两点(微差)和多点(微差)爆炸地震波荷载作用下进行数值模拟分析,分别考虑了水平、微倾以及斜坡场地等3种工况,并且对爆炸地震波荷载与天然地震波荷载作用下饱和砂土的动力特性进行了对比研究。数值模拟结果表明,该模型能够很好地表现饱和砂土的爆炸液化气特性;不同动载和不同场地条件下,饱和砂土表现的动力特性以及液化行为也不尽相同。 相似文献
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进行了H-V(水平-竖向)加筋饱和砂土固结不排水三轴试验。加筋材料采用镀锌铁皮和有机玻璃两种不同材料,在不同竖筋高度、不同围压下共进行了44组试验,研究了加筋饱和砂土的应力-应变关系、孔压-应变关系、强度特性及破坏形态,探讨了不同加筋高度、不同围压及不同筋材对加筋饱和砂土强度的影响,同时比较了立体加筋与土工格室加筋的异同,对饱和紧砂的空化现象及其影响进行了分析。试验结果表明,相对于无筋土及传统的水平加筋土而言,其抗剪强度均有大幅度提高;尤其是镀锌铁皮加筋,不仅提高了饱和砂土的有效黏聚力,也提高了有效内摩擦角,同时改善了砂土的延性。 相似文献
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利用空心圆柱扭剪仪对饱和砂土进行了应力主轴固定和偏应力比增大(即定向剪切)、偏应力比不变和应力主轴单调旋转(即纯应力主轴单调旋转)、偏应力比和应力主轴偏转角同时增加、偏应力比和应力主轴偏转角分段增加4个系列的排水剪切试验,着重分析不同应力路径下饱和砂土的变形特性及主应力和主应变增量方向变化规律。试验结果表明,纯应力主轴单调旋转下,主应力增量方向在45°~135°范围内变化,主应变增量方向逐渐偏向主应力方向;偏应力比和应力主轴偏转角同时增加下,砂土变形不断增大,当主应力增量方向 45°时,主应变增量方向与主应力增量方向基本一致,但当 45°时,主应变增量方向逐渐偏离主应力增量方向。当应力状态在偏应力比 0.75、应力主轴偏转角 45°范围内时,体应变、最大剪应变与应力路径无关,且后期纯应力主轴旋转下砂土变形不受前期加载历史的影响。 相似文献
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In this paper, an experimental investigation of cement treated sand is performed under triaxial tests in order to quantify
the effects of cementation on the stress–strain behavior, stiffness and shear strength. Samples were cured up to 180 days.
The results show that the stress–strain behavior of cemented sands is nonlinear with contractive–dilative stages. The stress–strain
response is strongly influenced by effective confining pressure and cement content. Stiffness and strength are greatly improved
by an increase in binder content. An increase of the angle of shearing resistance and cohesion intercept with increasing cement
content is observed consistently. Brittle behavior is observed at low confining pressure and high cement content. After yielding,
the increase in the dilatancy accelerates. Two competing related processes determine the peak strength: Bond breakages cause
a strength reduction but the associated dilatancy leads to a strength increase. This finding and the experimental observation
that the dilatancy at the peak state increases with increasing cement content explain why the measured peak-state strength
parameters, c′ and φp′, are relevant to the binder content. 相似文献
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研山铁矿设计采用露天开采,最终最大边坡高达600m。边坡上部为粉土和粉砂、中砂、卵石、粉质粘土,下部为砂质粘性土和砾质粘性土。由于边坡高,受环境动应力影响因素大,因此分析粉土和粉质粘土层在动应力作用下对变形和强度的影响,对边坡稳定分析具有重要意义。 相似文献
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In this paper, there problems are discussed. The mathematical model of the electromagnetic-type dynamic triaxial apparatus is presented. Based on this model, dynamic analysis is performed for the DSZ-100 type dynamic triaxial apparatus and the results of consistent with the experiments are obtained. The probable way of reasonable design is finally discussed by using the results of dynamic analysis. 相似文献
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饱水砂层渗透注浆加固理论探讨 总被引:5,自引:0,他引:5
以广州地铁一期工程杨-体区间饱水砂层MC-S浆材渗透注浆加固地铁隧道为对象,通过室内模似试验和现场试验,探讨了采用MC-S浆材对饱水砂层进行注浆加固的渗透理论,提出了浆液扩散半径与注浆其他参数、地下水压力、砂的物理力学指标等之间的关系;注浆压力对被注均质介质的渗透率和注浆时间的影响;确定了注浆极限压力以及注浆压力场与地应力场的耦合关系. 相似文献
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本文探讨了三个问题:一是建立电磁-机械式动力三轴仪的教学模型;二是根据此模型对 DSZ-100型动力三轴仪作动态分析.得到了与实验结果相一致的结论;三是应用动态分析的结果讨论合理设计的可能途径. 相似文献
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Cellular reinforcement is a three dimensional reinforcement used for reinforced soil structures. Behaviour of such reinforcement
is important for its use in actual practice. Present paper focuses on the behavior of cellular reinforcement in sand under
the triaxial loading conditions. Series of triaxial tests are performed on unreinforced and reinforced sand with single layer
as well as double layers of cellular reinforcements with 75 mm sample diameter. Six different reinforcement heights of cellular
reinforcements (varying from 3 to 50 mm) are used along with one sheet reinforcement of thickness 1 mm. From the experimental
failure patterns of the triaxial samples, multiple zones of failure are observed as an effect of cellular reinforcement. Deviator
stress–strain curves are studied for single and double layers of cellular reinforcement under three different confining pressures.
Peak deviator stress is found increasing with increasing height of cellular reinforcement, which shows the confining effect
of cellular reinforcement. Shear strength parameters are evaluated and are found increasing with increase in height of cellular
reinforcement, also cellular reinforcement with heights 10 mm and more have showed increased shear strength parameters, as
compared to 1 mm thick sheet reinforcement. This assures better behavior performance of cellular reinforcement over the planar
one. Failure patterns are also visualized by finite element analysis and found in accord with experimental observations Horizontal
displacement for reinforced samples visualized multi-zoned failure pattern. Finite element results for deviator stress–strain
relationship are found in reasonably good accord with experimental results. 相似文献