共查询到19条相似文献，搜索用时 140 毫秒
1.
以单层压实黏土衬垫为研究对象,在传统对流弥散方程的基础上考虑温度梯度下污染物的热扩散运移,得到简化条件下半无限边界的解析解。研究表明,考虑热扩散效应所得的衬垫底部相对浓度和通量均大于传统对流弥散方程所得结果,ST越大时相对浓度和通量也越大,当ST=0.5 K-1时稳定通量达到ST=0时稳定通量2.5倍。热扩散通量是对流通量的-ASTD/v倍,两者均随时间的增加而增大;分子扩散通量则先增加达到峰值后减小趋于零。同时考虑温度对运移参数的影响和热扩散效应时,温度升高使衬垫底部相对浓度增大,导致击穿时间提前,污染物通量显著增大;当温度从30℃升高至70℃时,击穿时间从8.5 a提前至5.1 a,稳定通量增大约1.7倍。在进行衬垫设计时不考虑温度的影响将使污染风险大幅增加。 相似文献
2.
利用广义积分变换法推导了非等温条件下污染物在压实黏土衬垫中的运移解析解。所提出的解析解考虑了分子扩散、对流、吸附和热扩散的耦合效应,并考虑了压实黏土的渗透系数、分布系数和有效扩散系数3个参数随温度的变化。通过与热扩散试验结果、已有的解析解和基于COMSOL软件的数值模型的对比,验证了所提出的解析解。利用经过验证的解析解,研究了非等温环境以及压实黏土的渗透系数、有效扩散系数和分布系数3个参数随温度的变化对甲苯在压实黏土衬垫系统中迁移的影响。结果表明,非等温环境以及压实黏土的渗透系数、有效扩散系数和分布系数随温度的变化均对甲苯在压实黏土衬垫中迁移有着显著的影响。不考虑非等温环境的影响将极大低估污染物的溢出量和污染物的击穿时间。既有解析解忽略压实黏土的渗透系数和有效扩散系数随温度的变化会极大低估甲苯的流出速率,而忽略压实黏土分布系数随温度的变化会极大高估甲苯击穿衬垫系统的时间和达到稳态的时间。所提出的解析解能够考虑热扩散作用,同时考虑了压实黏土的渗透系数、分布系数和有效扩散系数3个参数随温度的变化,较既有解析解更贴近工程实际,能够为压实黏土衬垫系统的设计和服役性能评价提供指导和借鉴。 相似文献
3.
扩散是低渗透系数情况下溶质迁移的主要方式,目前尚没有测定高塌落度防渗墙填料扩散系数的试验方法。根据沥出试验原理,将处于流动状态的填料用半透膜包裹进行透析试验,通过有限圆柱中溶质迁移解析解对溶质迁移过程进行拟合求其扩散系数,探讨了试验和数据处理的相关问题,研究了膨润土含量和盐浴浓度对扩散系数的影响规律。结果表明,随拟合天数增加,填料中NaCl有效扩散系数减小,而误差增大;高塌落度填料中溶质迁移明显比压实土样中快,按拟合误差小于0.5%作为试验数据取舍依据,这一误差要求实际上是对溶质迁移以扩散为主导这一条件的量化,保证了采用纯扩散解析解进行数据拟合的合理性;扩散系数随填料中膨润土含量增加而减小,随盐浴浓度增加而减小,但在试验范围内数值变化不大,透析试验是快速测定防渗墙填料中溶质有效扩散系数的可行方法。 相似文献
4.
针对非等温分布条件下由土工膜(geomembrane,简称GMB)+土工复合膨润土衬垫(geosynthetic clay liner,简称GCL)+压实黏土衬垫(compacted clay liner,简称CCL)组成的3层复合衬垫中有机污染物一维瞬态运移问题,考虑了对流、扩散、机械弥散、吸附、降解和热扩散等因素,建立了相应的数学模型。该模型可考虑扩散系数和渗透系数等参数随温度变化。利用有限差分法,获得了该模型的数值解。通过将所建模型计算结果分别与试验结果、已有解析模型计算结果和COMSOL软件计算结果进行对比,验证了所建模型的正确性。基于所定义的击穿时间tb,以甲苯作为代表性有机污染物分析和讨论了不同因素对运移行为的影响。结果表明：(1)非等温分布条件会使渗透系数、扩散系数和线性吸附系数等参数发生变化,其中渗透系数和扩散系数的变化会加快运移过程,尤其是扩散系数,而线性吸附系数的变化会减慢运移速率;(2)复合衬垫上部和底部温度差ΔT的增大会使击穿时间tb减小,底部运移通量Jb增大;当ΔT为0、10、20、30、40 ... 相似文献
5.
土工膜和下伏压实黏土组成的复合衬层已被广泛用作填埋场的防渗屏障系统。有机污染物在复合衬层中迁移时,其主要运移机制是扩散作用。假设有机污染物在土工膜中稳态扩散,并假设在下伏衬层中扩散系数为迁移距离的线性函数,且考虑降解作用的影响,建立了有机污染物在复合衬层中的一维扩散模型,针对零浓度下边界条件,获得了模型解析解。基于该解析解,分析讨论了相关参数的敏感性。结果表明,相关参数对计算结果影响很大,降解半衰期对污染物运移同样存在较大影响。该解析模型仅适用于有机污染物在两层复合衬垫中的迁移问题,可为填埋场的初步设计提供参考 相似文献
6.
分析了运移参数的变化对GCL中污染物运移的影响。从衬垫底部浓度比、对流和扩散通量、污染物累积运移量等方面,对污染物在GCL中的运移进行了计算。结果表明,减小渗透系数和扩散系数可以有效减缓衬垫底部浓度比的增加速度。渗透系数对对流通量的大小、扩散通量的变化速度的影响较大;扩散系数主要影响最大扩散通量。当渗透系数较大时,可以忽略扩散累积运移量,用对流累积运移量代替总累积运移量引起的误差很小。当渗透系数较小时,忽略扩散运移量可能产生较大的误差,尤其是在扩散系数也较大的情况下误差更加明显。 相似文献
7.
底部抽真空预压法砂井地基固结解析解 总被引：1，自引：0，他引：1
基于谢康和等应变条件砂井地基固结理论和Hansbo砂井固结理论,考虑底部抽真空预压法加固方法中真空作用面位于固结土层底部的实际边界条件,推导出忽略竖向渗流情况下的底部真空预压加固地基固结方程解析解答。根据超孔压固结方程形成过程以及其解析解表达式,分析其与一般负压径向固结解答的区别。通过室内模型试验实测数据与解析模型计算结果的对比表明,不同位置处孔压和固结度计算值与实测结果吻合较好,从而验证了该模型的合理性,同时运用该模型也可有效验证已有关于底部抽真空室内模拟及现场原位试验结果。底部抽真空轴对称固结解析解可为底部抽真空技术的实际工程应用提供基础性的理论支持,推动底部抽真空技术的大规模推广应用。 相似文献
8.
基于一维固结方程和对流-弥散方程,提出了一种用于污染泥堆场处置中自重固结与污染物迁移耦合问题的求解方法,其中,自重固结方程由解析解直接求解,污染物迁移方程由显示差分法求解。在自重固结方面,新方法可考虑线性的压缩关系和渗透关系;在污染物迁移方面,新方法能够考虑对流、扩散、机械弥散、线性和非线性吸附以及孔隙率相依的有效扩散系数。新方法与CST1数值模型进行了对比,验证了新方法的正确性。基于所提出的解,分析了固结效应、压缩系数、渗透系数和污染物初始分布形式对污染物在淤泥中迁移过程的影响。计算结果表明:固结效应、压缩性、渗透性和污染物的初始分布形式对污染物的迁移过程有着显著的影响;固结效应能显著地加速污染物的流出;土体的压缩系数越大其污染物累计流出质量越大;土体的渗透系数越大其污染物累计流出质量越大;污染物的初始分布形式对污染物的流出速率影响较大。 相似文献
9.
低渗透岩土是水文地质及环境地质研究的重点关注对象,有效扩散系数是研究低渗透岩土的关键参数之一。文章以原状黏土和粉砂质黏土为例,以Cl-为示踪剂,利用自主研发的室内径向扩散实验装置,建立Cl-径向运移模型,模拟其扩散运移过程。以实验模型为初始条件和边界条件,利用COMSOL软件模拟溶质理论浓度随时间变化的曲线,与实验数据进行拟合,利用绝对残差平均值进行理论浓度与实测值拟合优度统计,提取试样的有效扩散系数。结果表明:试样塘沽G1孔101.2~101.5 m、苏北SY1孔147.1~147.3 m、170.48~170.68 m的有效扩散系数分别为6.0×10-10 m2/s、4.5×10-10 m2/s、3.9×10-10 m2/s 时,理论浓度的绝对残差平均值最小,且孔隙度和有效扩散系数高度相关,进一步证明了该实验方法的可行性。同时,利用Archie定律有效孔隙度与有效扩散系数的关系,取常量n=1.9,预测了试验样品的有效孔隙度,分别为0.26,0.19,0.16。 相似文献
10.
在河流排污引起的污染物扩散计算中,不同河流宽度类别对应不同的移流扩散解析解算式,但缺少具体的河流宽度分类判别准则,给实际应用带来很大困难。按照河流污染物扩散受边界反射影响程度的不同,从移流扩散解析解算式的简化条件出发,提出了宽阔、中宽、窄小的分类方法和定义;根据二维可忽略边界反射的条件和达到全断面均匀混合距离小于等于河流宽度的条件,分别求解了河流宽阔与中宽窄小的分区临界关系线和中宽与窄小的分区临界关系线,提出了相应判据的数学表达式;给出了河流宽阔、中宽、窄小的分类判别准则以及各类别河流移流扩散解析解算式的对应关系。最后指出基于环境扩散条件的河流宽阔、中宽、窄小分区是相对的,对于同一河流在不同水力要素、扩散系数、排污强度和允许浓度升高值等条件下,可以得到不同的分区结果。 相似文献
11.
提出一种简单有效的计算方法,求解对称荷载作用下含正多边形孔洞无限平面体的弹性应力解。将孔洞内边界向两侧延伸至应力可忽略的远处,其外侧构成半无限平面体。相邻两个半无限平面体有一个公共域,其中一个半无限平面体顶边延伸至相邻两个半限平面体体内。孔洞内边界上面力是已知的,延伸至两相邻半无限平面体体内的顶边上面力可先假设,由弹性理论求出半无限平面体体内应力,再计算相邻半无限平面体顶边上面力,根据对称性得到本半无限平面体顶边上面力改进值,迭代求解直至收敛。该方法具有计算过程简单、精度高等优点。算例分析表明,该方法求解的工程尺度下孔洞周边应力场与复变函数方法、有限元方法计算结果吻合,拟合计算的孔边角点处应力奇异性次数与理论解基本一致。 相似文献
12.
This paper presents a theoretical model for investigating the installation effect of high pressure jet grouting column in soft clay. The model is formulated by assuming the installation process as a series of pressure-controlled spherical cavity expansion in semi-infinite soil, of which the approximate solutions are derived by combining use of two fundamental solutions of spherical cavity expansion in finite spherical symmetry soil and displacement-controlled spherical cavity expansion in semi-infinite soil. The approximate solutions are then validated by comparing the predictions with FEM results as well as published results. The comparison results show that the presented approximate solutions are suitable for the problem of pressure-controlled spherical cavity expansion in semi-infinite soil, particularly in evaluating the limit expansion pressure as well as the expansion pressure-ground surface displacement relation. Subsequently, the proposed approximately solutions are applied to interpret the limit injection pressure and the grouting pressure-ground surface displacement during the installation process of HPJ-GC. Some parametric studies are also conducted. Furthermore, an instrumented field test study of HPJ-GC is conducted in the thick soft soils comprising quaternary alluvial and marine deposits of the Lianyungang-Yancheng Highway located in Jiangsu Province, China. The measured ground heave is compared with the analytical predictions using the proposed theoretical model. Reasonable agreement is achieved. 相似文献
13.
14.
An analytical solution for one-dimensional contaminant diffusion through multi-layered media is derived regarding the change
of the concentration of contaminants at the top boundary with time. The model accounts for the arbitrary initial conditions
and the conditions of zero concentration and zero mass flux on the bottom boundary. The average degree of diffusion of the
layered system is introduced on the basis of the solution. The results obtained by the presented analytical solutions agree
well with those obtained by the numerical methods presented in the literature papers. The application of the analytical solution
to the problem of landfill liner design is illustrated by considering a composite liner consisting of geomembrane and compacted
clay liner. The results show that the 100-year mass flux of benzene at the bottom of the composite liner is 45 times higher
than that of acetone for the same composite liner. The half-life of the contaminant has a great influence on the solute flux
of benzene diffused into the underlying aquifer. Results also indicates that an additional 2.9–5.0 m of the conventional (untreated)
compacted clay liner under the geomembrane is required to achieve the same level of protection as provided by 0.60 m of the
Hexadecyltrimethylammonium (HDTMA)-treated compacted clay liners in conjunction with the geomembrane. Applications of the
solution are also presented in the context of a contaminated two-layered media to demonstrate that different boundary and
initial conditions can greatly affect the decontamination rate of the problem. The method is relatively simple to apply and
can be used for performing equivalency analysis of landfill liners, preliminary design of groundwater remediation system,
evaluating experimental results, and verifying more complex numerical models. 相似文献
15.
Xiaoqiang Dong Xiaofeng Liu Heesoo Woo Junboum Park 《Environmental Earth Sciences》2014,72(9):3715-3722
To obtain the breakthrough curves without efforts required in the sampling and chemical analysis, a new soil column test device was developed. The device can conduct time-continuous electrical conductivity (EC) measurements without disturbing the soil matrix at all stages of the test. This device is composed of soil column, channel selector, LCR meter, and data logger. The soil column employs three 4-electrode sensors installed at different positions. To verify its applicability, the electrical conductivity breakthrough curves at different distances have been obtained with the use of five different species influent solutions (KCl, NaCl, CaCl2, MgCl2, and seawater). Results showed that the EC breakthrough curves and the transport parameters (the pore-water velocity, the dispersion coefficient, and the dispersivity) are very reasonable, and understand the one-dimensional steady flow exactly. The developed soil column test device proposed in this study provides a nondestructive, convenient, and inexpensive means of obtaining EC breakthrough curves. 相似文献
16.
This paper proposed a numerical formulation for unsaturated flow problems with nonlinear boundaries of seepage face and soil–atmosphere interface via the concept of parabolic variational inequality (PVI) method. A unified unilateral boundary condition was first proposed to represent the conditions on the seepage face and soil–atmosphere interface boundaries within the partial differential equation (PDE) formulation. A PVI formulation mathematically equivalent to the PDE formulation was then proposed, which automatically transforms the flux part of the unified unilateral boundary condition into the natural boundary condition and eliminates the singularity at seepage points. By discretizing the PVI formulation, a finite element procedure together with an iterative algorithm was suggested. An existing experiment of unsaturated flow in a layered hillside and a laboratory test of unsaturated flow through sand flume performed in this study were used to validate the proposed method, with a good agreement between the measured and computed results and a satisfactory balance of mass being maintained during the simulations. The numerical results also indicated that the problem of mesh dependence associated with unsaturated flow simulations is well addressed with the proposed numerical method. Finally, the process of unsaturated flow in a soil slope with layers of horizontal drains subjected to rainfall/evaporation was further examined. The numerical results reveal that the deployment of drains in a soil slope can significantly lower the pore water pressure around the drains, with the bottom layer drains being most effective in controlling the seepage flow. 相似文献
17.
以现有半无限土体中球孔扩张挤土位移的解答为基础,分别对水平地表和非轴对称斜边两个位移边界进行应力修正,运用坐标转换法和叠加法的原理,改进现有的分析方法,得到较为简化的非轴对称位移边界下扩孔问题的解答,并对非轴对称斜边倾角以及球孔离斜边距离等因素对挤土位移的影响进行了分析。结果表明：倾斜边界条件的存在对球孔两侧的挤土位移有明显影响,且随着非轴对称边界倾角的增大,靠近倾斜边界侧的挤土位移也随之增大;球孔距自由边界的距离越大,自由边界对挤土位移的影响也越小。该解答对非轴对称边界条件下的静压沉桩以及相关扩孔问题的设计和施工具有一定的指导意义和实用价值。 相似文献
18.
Sudipta Ghosh Somnath Mukherjee Ashraf Z. Al-Hamdan Krishna R. Reddy 《Geotechnical and Geological Engineering》2013,31(2):493-500
This paper evaluates the potential use of a fine-grained soil obtained from a site in West Bengal, India, as a suitable landfill liner material for the containment of hexavalent chromium from tanning waste sludge. The physico-chemical properties of the soil were determined. The soil adsorption affinity for hexavalent chromium was also assessed through adsorption batch and breakthrough column tests. The zero point charge (pHzpc) of the soil was found to be 7.3. The batch kinetics and column tests results indicated that the soil liner possesses a relatively good hexavalent chromium adsorption capacity at natural or slightly alkaline condition. The adsorption results showed that the hexavalent chromium uptake by the soil follows both Langmuir and Freundlich adsorption isotherms. This study also illustrated that the hexavalent chromium breakthrough curve in the column experiment reached equilibrium concentration after 3.5 pore volumes (900 h). Overall, this study showed that the fine-grained soil has the potential for usage as a landfill liner or as a component of a landfill barrier system to prevent chromium contamination from the tannery waste disposal. 相似文献
19.
Ping‐Cheng Hsieh 《国际地质力学数值与分析法杂志》2003,27(11):927-949
The dynamic response of a soft soil layer of finite thickness under the mutual effects of flow and periodical disturbance at the free surface is discussed in this work. The homogeneous water is governed by potential theory and the soil layer obeys Biot's theory of poroelasticity. The boundary‐value problem is solved by an analytical algorithm, in which the wave number is found first. Secondly, the closed form solutions are found by a two‐parameter perturbation method with the boundary‐layer correction. The results are also compared with those of the poroelastic soil layer of infinite thickness to show the impermeable rigid boundary effect. Copyright © 2003 John Wiley & Sons, Ltd. 相似文献