共查询到17条相似文献，搜索用时 218 毫秒
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最大剪切模量是土的基本力学特性参数,对土动力特性分析和岩土工程抗震设计有着重要的意义。目前最大剪切模量的确定主要依赖于室内试验,土样的采取和室内试验既耗时又不能保证精度。以江苏北部里下河古泻湖相软土地区高速公路建设为工程背景,采用地震波孔压静力触探（SCPTU）和下孔法（DHT）进行了土层剪切波速的测试,基于SCPTU和DHT剪切波速测试资料建立了最大剪切模量Gmax与SCPTU测试参数之间的相关关系。结果表明：采用SCPTU测试的锥尖阻力和孔压参数能够用于对软土的最大剪切模量的初步评价。 相似文献
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长江漫滩相软土结构性特征及其工程效应分析 总被引：1，自引：0，他引：1
采用自由活塞薄壁取土器从地表至深度30 m取得不扰动原状土样,通过室内的固结压缩试验,并结合现场CPTU原位测试,利用重塑土的压缩与强度特性作为描述天然沉积土相应特性的基准框架,探讨了长江漫滩相天然沉积软土的物理力学性质。结果表明,长江漫滩相天然沉积软土具有高位结构性,固结系数Cv在土体屈服后急剧降低,屈服前后有明显的分段特征。同时指出,在静荷载水平相对较低的低路堤结构下,软弱土层沉积过程中形成的固结屈服压力和结构强度对其工程特性的影响相对更加显著。减小对天然沉积土的施工扰动作用、充分利用土结构力学效应、尽可能使地基工作于力学性质良好的屈服前阶段,在实际工程应用中具有重要的现实意义。 相似文献
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分层总和法在高速公路软基沉降的预测中得到了广泛的应用。然而,由于基于钻探的土层划分往往比较粗糙以及基于室内试验的压缩模量确定不太可靠,导致沉降预测与实际偏差较大。孔压静力触探（CPTU）作为一种新型的多功能原位测试技术,可以同时测试得到锥尖阻力、侧壁摩阻力和孔压沿深度的连续剖面,较好地改善这一状况。以连盐高速公路为研究实例,采用多变量统计分析中的最优分割理论,基于CPTU高精度测试数据对土层进行了精细划分,并通过实际沉降观测资料的反演分析确定了基于CPTU的压缩模量计算方法,进而通过对高速公路实测沉降和CPTU预测沉降的比较,验证了文中计算方法的有效性 相似文献
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泄滩滑坡碎块石土饱和与非饱和水力学参数的现场试验研究 总被引：7，自引：1，他引：6
碎块石土由于块石含量较高,块石粒径较大,其水力学参数的确定具有一定困难。首先,采用双套环法对三峡库区泄滩滑坡的滑体碎块石土饱和渗透系数进行了原位试验,并根据土层孔隙率、颗粒级配等因素采用相关经验公式对试验结果进行了分析。其次,结合使用张力计和体积含水率仪对其土水特征曲线进行了现场模拟试验,并采用Fredlund模型对试验结果进行了拟合分析。最后,根据土水特征曲线和饱和渗透系数,采用经验公式估算了其非饱和渗透系数。试验及分析表明,该滑坡的碎块石土层的饱和渗透系数为(1.78～3.2)×10-2 cm/s,为强渗透性;材料的细颗粒含量越少,有效粒径及控制粒径越大,不均匀系数越小,相应的渗透系数越大。相关研究成果可以为泄滩滑坡非饱和非稳定渗透计算提供参数依据,并对同类型土体非饱和水力学参数的确定具有一定的借鉴意义。 相似文献
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通过运用扁铲侧胀仪(DMT)在长江入海口滨海沉积软土中进行的原位测试,获得滨海沉积软土中扁铲侧胀试验各指标参数的变化规律。扁铲侧胀试验与静力触探试验结果一致,试验结果可靠,且扁铲侧胀试验可以快速地获取侧向基床反力系数KH,为桩基础的设计提供可靠的依据。对比旁压试验结果,扁铲侧胀试验得到的KH值常常偏大。在粘土层、粘质粉土夹粉质粘土、淤泥质粉质粘土、粘质粉土、淤泥质粘土等土层中KH与真实值相差较小,可以使用,但实际应用中应同时结合规范使用;而在砂质粉土和粉砂等土层中KH与真实值相差较大,不宜使用。 相似文献
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原位测试技术分析软土的应力历史可以避免取样及室内土工试验对土样的扰动,其结果能真实地反映现场土体的工程特性。以往基于孔压静力触探（CPTU）测试技术的超固结比（OCR）计算方法主要是针对超固结土取得的,缺乏对现场处于欠固结状态土体的考虑,具有一定的局限性。在已有研究成果的基础上,提出采用不完全孔压消散曲线的末段及时间平方根倒数外推法计算原位初始孔压,如果初始孔压大于静水压力,表明原位土层中存在固有孔压,为欠固结土。在此基础上,通过计算固结状态参数,可进一步对软土层的欠固结程度进行定量评价。工程应用表明,该方法不受软土性质和地域限制,具有普遍适用性,是合理可行的。在缺乏室内固结试验成果的情况下,可高效快捷地判别软土层的固结状态。研究成果对合理评价欠固结软土的工程特性具有一定的指导意义。 相似文献
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针对当前水土压力计算中很少考虑土自身性质对其影响的研究现状,以自制试验槽为研究工具,通过使用3种不同渗透性土样进行的支挡结构上水土压力测试研究,对比了水土压力实测值和由水土压力分算、水土压力合算得到的理论计算值,分析了孔隙水压力和土压力的变化规律。由试验结果可以得到,由水土压力合算得到结果偏小,但在一定条件下尚可以接受,在发生主动位移情况下墙后土体会产生负超孔压,渗透系数影响着负超孔压的消散和孔隙水压力的传递程度,并进一步影响支挡结构上水土压力的分布情况。由试验结果推知,当土体渗透系数小到一定程度时,水土压力合算的方法是合理的。 相似文献
10.
假定土体在固结过程中压缩性和渗透性的变化成正比,基于 - 及 - 关系,推导出饱和软土成层地基一维非线性固结解析解,分别给出了按沉降定义和按有效应力定义的每层土平均固结度及整个土层总固结度的计算公式。采用Fortran语言编制了相应的计算程序,将计算得到的结果与已有双层地基一维非线性固结解析解计算结果进行比较,验证该解析解的正确性。利用该程序分析成层地基一维非线性固结性状,分别讨论了初始竖向渗透系数、初始体积压缩系数、荷载值及土层厚度对地基固结性状的影响。分析结果表明：在成层地基一维非线性固结过程中,初始竖向渗透系数对超静孔压的影响较为复杂,对上下层地基固结速率影响不同;初始体积压缩系数增大,超静孔压增大,固结速率变小;所加荷载值越大,超静孔压消散越慢,固结发展越慢;超静孔压消散速率不仅取决于土层厚度,同时取决于各层土渗透性的相对大小。 相似文献
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基于多年大量的长江漫滩勘察实际资料，结合地势、地貌和沉积特征，从空间分布、物理力学性质等方面，系统研究总结了岩土工程地质特性，分析了场地地震效应，并从场地建筑持力层的选择、地摹的处理和基础类型的确定、基坑开挖与支护等方面进行了工程对策分析讨论，以促进城市规划和建设中地质环境的充分合理开发利用。 相似文献
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为准确评估软土地区基坑施工安全以及对周围环境的影响,开挖过程中的时间和空间影响因素不可忽视。以长江漫滩软土地区某深基坑开挖工程为依托,首先建立考虑顺逆结合施工过程的有限元模型,将地连墙水平位移的计算值与实测值进行对比,验证有限元计算的可靠性;基于理论分析、数值计算和实测数据,采用坑角效应影响系数和等效水平抗力系数来衡量时空效应对支护变形的影响,提出考虑时空效应的地连墙变形计算方法;通过工程实例验证了在软土地区基坑设计计算中考虑时空效应的必要性以及所提计算方法的合理性。该研究成果可为软土地区深基坑变形计算提供有益借鉴。 相似文献
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The piezocone penetration test (CPTU) is commonly used as a fast and economical tool to identify soil profile and to estimate relevant material properties in soils ranging from fine to coarse-grained. Moreover, in the case of fine-grained soils (clays and silts), the consolidation coefficient and the permeability can be estimated through the dissipation test. Undrained conditions are commonly assumed for the interpretation of CPTU in fine-grained soils, but in soils such as silts, penetration may occur in partially drained conditions. This aspect is often neglected in data interpretation thus leading to an inaccurate estimate of soil properties. This paper investigates numerically the effect of partial drainage during penetration on the measured tip resistance and the subsequent pore pressure dissipation response contributing to a more accurate interpretation of field data. A realistic simulation of the cone penetration is achieved with the two-phase Material Point Method, modelling the soil response with the modified Cam-Clay model. The approach takes into account large soil deformations induced by the advancing cone, soil–water, and soil–structure interactions, as well as nonlinear soil behavior. 相似文献
14.
C. W. Martin 《Environmental Geology》1997,30(1-2):119-125
Even relatively pristine drainage basins in industrial countries would appear to have received anthropogenic inputs of heavy
metals. Investigation of floodplain surface soils in the Lahn River drainage basin, west-central Germany, indicates that the
Cu concentration is 1.5 times the pre-industrial level, Pb and Zn contents twice the pre-industrial level; Cd, Co, and Cr
concentrations are nearly equal to background metal values. Based on contamination standards developed for the Lahn River,
floodplain soils are moderately contaminated with Pb and Zn, slightly contaminated with Cu. Metal contents are uniform across
the floodplain, with the exception of a peak immediately adjacent to the Lahn River. Floodplain surface soil metal contents
are less in the Lahn River basin than in larger drainage systems of Germany. Although Lahn River metalliferous sediments are
presently immobile, they would, if eroded, contribute to downstream heavy metal concentrations. Consequently, metal storage
in smaller drainage basins such as the Lahn should be considered in predictions of future metal loads in major river systems,
for aggregate small basins could serve as significant metal contributors.
Received: 21 August 1995 · Accepted: 23 January 1996 相似文献
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在江苏长江沿岸一带新发现了大片富镉土壤,局部地段已经出现了蔬菜样品镉含量超标的重金属污染现象。笔者通过对江苏沿江富镉土壤元素地球化学特征的初步分析,探讨了引起局部土壤Cd污染的主要原因与特点,系统介绍了在南京八卦洲受Cd污染的蔬菜地开展现场重金属污染土壤修复与调控试验的主要研究资料与结果,发现施用适量的钙镁磷肥、石灰等固定剂对于降低蔬菜中的Cd含量有明显成效,为长江下游富Cd土壤区蔬菜安全生产提供了新的思路。 相似文献
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Aliakbar Hajimohammadi Seyed Majdeddin Mir Mohammad Hosseini Akbar Cheshomi 《Environmental Earth Sciences》2010,61(4):813-820
Shear wave velocity is one of the important factors representing the dynamic characteristics of soil layers. Hence, many researchers
have focused their studies on determining shear wave velocity by direct field measurements or expressions developed by other
soil parameters. The shear module and damping ratio of the soil layers also play a similar role in the majority of dynamic
soil response analyses. Nevertheless, since they have to be measured in the laboratory by resonant column or cyclic triaxial
tests on undisturbed samples, the possibility of preparing such samples and the reliability of the obtained results are of
great concerns. In the present study, great effort has been made to determine the above dynamic factors by means of field
data obtained from a versatile instrument, namely the seismic piezocone (SPCTU), and to derive expressions correlating them with some parameters obtainable by much simpler instruments. The reliability
of laboratory measurements on undisturbed samples is also evaluated. The seismic piezocone test apparatus has been employed
to evaluate the soil properties at 1-m depth intervals by means of measuring tip resistance, sleeve resistance, pore pressure
and shear wave velocity. The shear module and the damping ratio are calculated using field data. Meanwhile, in order to assess
the laboratory measurements of these parameters, some resonant column tests and cyclic triaxial tests on undisturbed samples
of the same soil layers have been carried out. In order to compare the field results of shear modulus and damping ratios with
those obtained from laboratory tests, the influences of the soil nature and sample disturbance on the conventional laboratory
methods are evaluated and discussed. The shear wave velocity is correlated to overburden pressure and the corrected tip resistance
for two groups of fine soils, namely silty clays and carbonate clayey silts, which mainly cover the areas under study in this
project, are located in southern parts of Iran near the Persian Gulf. According to the results of the present study, there
are narrow limits of shear modulus regarding soils for which the laboratory tests and the field measurements yield approximately
the same shear modulus. This limit of shear modulus is about 30–50(MPa) for clay deposits and 70–100 (MPa) for sandy deposits.
Also the shear wave velocity can be calculated by a simple expression from total overburden pressure and the tip resistance
of simple cone penetration test results conventionally available in many soil explorations prior to engineering practices.
However, if the pore pressure inside the saturated soil deposits can be measured by a piezocone apparatus, the shear wave
velocity may be calculated using another suggested equation in terms of effective overburden pressure in the present study.
Regarding the shear module and the damping ratio, due to the disturbances of the stiff deposits in the sampling process and
great deviations of laboratory results from field results, the laboratory measurements of these parameters out of the above
limits are not recommended. 相似文献
17.
长江中下游第四纪沉积物发育土壤磁性增强的环境磁学机制 总被引：25，自引：2，他引：23
对长江中下游第四纪沉积物 (Q3 黄土,Q2 红土和Q3 红土 )发育土壤的磁性增强现象及其物理机制进行了讨论。结果表明 :(1)铁磁性矿物是土壤磁性的主要载体,它们是成土过程中形成的稳定单畴 (SSD)和超顺磁性 (SP)态的次生磁性矿物,没有显示重要的反铁磁性矿物的贡献;(2 )土壤磁化率 (χ)的高低与成土过程产生的稳定单畴和超顺磁性颗粒呈极显著正相关,指示了风化成土作用的强度,磁化率可作为反映成土环境变化的代用指标;(3)频率磁化率 (χfd) 5 %可作为土壤中的超顺磁性颗粒存在与否的临界值,土壤 χfd值的高低同样反映了风化成土作用的强度,可用作研究第四纪环境变化的有用工具之一。 相似文献