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在瞬时沉降或最终沉降计算中,都要用到土的变形模量E0,由于室内试验和原位测试方面存在的困难,过去对变形模量研究的报导有限。本文用载荷试验结果证明了变形模量具有非线性特征。在此基础上,通过北京地区三类土的原位平板载荷试验的压力-变形曲线的数学表达式及其特征值分析了等效变形模量E0,eq随压力的变化特征,并推导出相应的表达式。 相似文献
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目前地基沉降计算选取的参数大都依据室内试验确定的压缩模量,并采用经验系数对计算结果进行修正。该方法简单,但计算结果与实际沉降大小相差甚远。究其原因主要是由于压缩模量是在侧向无变形的假定下而得,且室内试验取土无法避免土体的扰动。模量的选取是影响沉降计算准确性的一个重要因素,欲改进计算沉降的传统方法,量化土体的实际变形,优化土体的模量则变得十分必要。土的原位试验中,载荷试验既能克服土体的扰动,又无侧限变形的假定,可测得不同含水量、孔隙比、密度及应力状态下土体的变形特性,故依据载荷试验寻求新的方法确定土体的变形模量。 相似文献
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地基非线性沉降计算的原状土切线模量法 总被引:22,自引:3,他引:22
根据原状地基的载荷试验曲线,建立原状土的切线模量与应力水平关系的切线模量方程,对地基不同点根据其应力水平由切线模量方程确定计算点原状土的切线模量,用该切线模量对地基沉降进行分层总和法计算,其特点是切线模量是由原位试验得到的,能反映原状地基土的特点,同时考虑应力水平的影响,反映了土的非线性特点。 相似文献
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本文讨论了在侧向变形ε2=ε3=0的条件下,超团结土的加载、卸载的应力路径。提出了根据室内试验成果确定原位静止倒压力系数的方法。 相似文献
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地基沉降计算的新方法 总被引:3,自引:1,他引:2
杨光华 《岩石力学与工程学报》2008,27(4):679-686
根据原位土压板试验的P-S曲线来建立沉降计算的新方法.在假设压板试验P-S曲线为双曲线方程时,建立双曲线模型方法,同时通过双曲线求得土体的切线和割线模量,把所求得的模量用于分层总和法进行基础的沉降计算,建立原位土的双曲线切线和割线模量法.在假设压板试验P-S曲线为双曲线方程时,所需要参数只是土体的初始切线模量Es0、土体内摩擦角(及黏聚力c.对压板试验P-S曲线为其他任意曲线时,建立土体切线模量与荷载水平的关系,用于分层总和法进行基础的沉降计算,建立一般曲线的切线模量法.由于切线或割线模量是随着荷载水平的不同而呈现非线性特点的,新的计算方法可以计算接近地基极限承载力时的沉降,由此形成以原位土切线和割线模量法的地基非线性沉降全过程计算新方法.由于这样确定的土体变形参数能较好地考虑地基土的原状性和非线性性,因而可以较准确地计算基础的非线性沉降过程,同时该方法所需土体参数较少.将该方法分别应用于桩基、筏基以及复杂的路堤地基和复合地基的沉降计算,通过实际工程的检验,验证该方法的实用性和有效性,这可能是地基沉降计算的一个重大进展. 相似文献
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V. V. Zhikhovich 《Soil Mechanics and Foundation Engineering》2005,42(3):86-91
A procedure is proposed for determination of the creep rate and creep deformation at any time from results of short-term tests of the single-plane shear or uniaxial crushing of semi-hard and hard clays. Calculations performed from proposed formulas indicated completely satisfactory convergence of creep parameters with parameters observed in long-term tests. This enables us to recommend these calculations for the design and construction of appropriate structures.__________Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 11–15, May–June, 2005. 相似文献
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It is shown that the dependence of soil deformation on the distance to the drainage boundary, which is noted by a number of experimenters for the stage of secondary consolidation, is explained by incorrect interpretation of test data. Laboratory results demonstrating an apparent lack of creep in the stage of primary consolidation are explained by characteristic features of the generalized consolidation equations and relationships between their parameters.__________Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 7–10, May–June, 2005. 相似文献
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《岩石力学与岩土工程学报(英文版)》2022,14(3):825-836
The equivalent elastic modulus is a parameter for controlling the deformation behavior of fractured rock masses in the equivalent continuum approach. The confining stress, whose effect on the equivalent elastic modulus is of great importance, is the fundamental stress environment of natural rock masses. This paper employs an analytical approach to obtain the equivalent elastic modulus of fractured rock masses containing random discrete fractures (RDFs) or regular fracture sets (RFSs) while considering the confining stress. The proposed analytical solution considers not only the elastic properties of the intact rocks and fractures, but also the geometrical structure of the fractures and the confining stress. The performance of the analytical solution is verified by comparing it with the results of numerical tests obtained using the three-dimensional distinct element code (3DEC), leading to a reasonably good agreement. The analytical solution quantitatively demonstrates that the equivalent elastic modulus increases substantially with an increase in confining stress, i.e. it is characterized by stress-dependency. Further, a sensitivity analysis of the variables in the analytical solution is conducted using a global sensitivity analysis approach, i.e. the extended Fourier amplitude sensitivity test (EFAST). The variations in the sensitivity indices for different ranges and distribution types of the variables are investigated. The results provide an in-depth understanding of the influence of the variables on the equivalent elastic modulus from different perspectives. 相似文献
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S. Kwon C.S. Lee S.J. Cho S.W. Jeon W.J. Cho 《Tunnelling and Underground Space Technology incorporating Trenchless Technology Research》2009,24(1):1-13
The disturbance of a rock due to a blasting impact or stress redistribution can significantly influence the overall performance of an underground excavation. In order to investigate the characteristics of the EDZ (Excavation Damaged Zone) developed during the construction of the KAERI underground research tunnel in Korea (KURT), which is an underground research tunnel for a Korean high-level radioactive waste disposal program, various in situ and laboratory tests were carried out. A Goodman jack test showed that the deformation modules were influenced by a blasting to a depth of 1.5–2 m. With empirical equations, the EDZ could be predicted as 0.3–2.3 m. The average RQD from the rock cores at 0–2 m, where the blasting impact was significant, was 17% lower than that from the deeper regions. From the laboratory tests, the EDZ size could be estimated to be around 0.9–1.5 m. The elastic modules in the EDZ were decreased by about 56%. From a borehole radar reflection survey and a subtracting technique, it was possible to detect the new reflectors generated by a tunnel blasting. By using the determined EDZ size and the properties from the laboratory and in situ tests, a sensitivity analysis was performed. From the sensitivity analysis with seven parameters, it was possible to determine that the in situ stress ratio, Young’s modules, and EDZ size were the three main parameters. 相似文献
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Results are presented for determination of the peak p, residual r, and standard f,st strengths of clayey soils containing up to 35% of particle inclusions ranging in size from 1 to 10 mm. It is established that on transition from p to r, the parameter C of Coulomb's law becomes essentially equal to zero, while the angle remains constant. A method is examined for repeated torsional testing of soil samples under conditions where shear strain s and torsional moments M
tor are controlled to establish their strength. 相似文献
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盐岩储气库运营期间腔体体积的蠕变收缩是库区地表持续沉降的主要原因。假设盐腔体积收缩的等效弹性变形引发的地表沉降是实际蠕变沉降的一阶近似量,将盐腔转化为相同埋深、相同体积的球形腔体,并受到均匀向内收缩的弹性等效面力作用,将盐岩储气库地表沉降近似为弹性半无限空间内球型空洞受力收缩导致的边界位移问题。在上述弹性模型的基础上,引入火山地震学中用于预测火山喷发区地表变形的Mogi模型,得到库区地面垂直位移和水平位移的弹性解析解。Mogi模型的优势在于可以直接通过盐腔体积收缩量求得储气库地表位移,并与相同条件下的数值模拟沉降结果有着良好的近似效果,表明Mogi模型在储气库地表沉降预测研究中具有一定的可行性,并给出利用Mogi模型研究盐岩储气库地表沉降的研究方向及建议方法。 相似文献
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Results are presented for field investigations of the stress state of the shaft of a cast-in-place pile and the surrounding soil mass in stages of the pile's installation, and its static loading in loess soils with the natural moisture content. Data indicating that the soil mass functions preferentially in an elastic state both during pile fabrication, and its vertical loading are obtained. 相似文献
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Knowledge of the strength and deformability of fractured rocks is important for design, construction and stability evaluation of slopes, foundations and underground excavations in civil and mining engineering. However, laboratory tests of intact rock samples cannot provide information about the strength and deformation behaviors of fractured rock masses that include many fractures of varying sizes, orientations and locations. On the other hand, large-scale in situ tests of fractured rock masses are economically costly and often not practical in reality at present. Therefore, numerical modeling becomes necessary. Numerical predicting using discrete element methods(DEM) is a suitable approach for such modeling because of their advantages of explicit representations of both fractures system geometry and their constitutive behaviors of fractures, besides that of intact rock matrix. In this study, to generically determine the compressive strength of fractured rock masses, a series of numerical experiments were performed on two-dimensional discrete fracture network models based on the realistic geometrical and mechanical data of fracture systems from feld mapping. We used the UDEC code and a numerical servo-controlled program for controlling the progressive compressive loading process to avoid sudden violent failure of the models. The two loading conditions applied are similar to the standard laboratory testing for intact rock samples in order to check possible differences caused by such loading conditions. Numerical results show that the strength of fractured rocks increases with the increasing confning pressure, and that deformation behavior of fractured rocks follows elasto-plastic model with a trend of strain hardening. The stresses and strains obtained from these numerical experiments were used to ft the well-known Mohr-Coulomb(MC) and Hoek-Brown(H-B) failure criteria, represented by equivalent material properties defning these two criteria. The results show that both criteria can provide fair estimates of the co 相似文献
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对原状温州黏土进行了三轴不排水循环剪切试验,系统分析了黏土在循环剪切过程中应变和孔压的累积特性以及加载频率的影响。考虑到天然黏土不等向固结历史的影响,试验土样在循环剪切前均先K0固结至原位应力状态。研究表明,对于K0固结软黏土,以剪应变累积曲线出现拐点作为循环破坏标准较为合适,此拐点对应的单幅破坏峰值剪应变es,tp大小基本恒定为3%,与加载频率、循环偏应力幅值等因素无关;循环荷载幅值一定时,荷载持续时间t对黏土的循环剪切性状起控制作用,可综合反映加载频率和振次的影响。根据黏性不排水循环累积效应与静力蠕变过程的相似性,按静力蠕变等效的思路,采用建立的各向异性弹黏塑性本构模型对其进行模拟分析,并通过试验验证了此流变等效方法的有效性。 相似文献