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1.
Lime treatment of loess in foundation engineering modifies the soil structure, leading to changes in mechanical and hydraulic properties of soil, which in turn will affect the flow of water and transport of contaminants in the loess. In light of this, it is essential to identify the dominant effects of different lime treatments on hydraulic conductivity, and to ascertain the optimum lime treatment. For this purpose, we investigated the effects of dry density and lime content on changes in hydraulic conductivity and microstructure of loess in Yan’an City, China. The results indicate that hydraulic conductivity has a log negative correlation with dry density, and lime addition can result in a decrease of hydraulic conductivity of loess at the same dry density. Under a given degree of compaction, however, lime addition can lead to a decrease in dry density due to an increase in flocculation and aggregations. The significant decrease of dry density leads to an increase in hydraulic conductivity when lime content (in mass percentage) is lower than 3%. Nevertheless, when lime content is higher than 3%, the reactions between loess particles and lime will be intensified with an increase in lime content, and become the primary factors affecting pore characteristics. These reactions can further decrease the hydraulic conductivity of lime-treated loess, and the lowest hydraulic conductivity was obtained for lime-treated loess with 9% lime content. The excess lime (above 9% lime content) dramatically increased pore size, leading to a significant increase in hydraulic conductivity. Therefore, 9% is the optimum lime content for loess treatment, and the degree of compaction in engineering should be higher than 95%. In addition, statistical analysis of microstructure of lime-treated loess shows that the distribution trends of macro- and meso-pores coincided with that of saturated hydraulic conductivity, which indicates that lime content affects saturated hydraulic conductivity of lime-treated loess by changing the soil structure, especially the properties of pores larger than 8 µm. 相似文献
2.
为探究纳米SiO2和石灰对黄泛区粉土的改良效果,通过击实试验、无侧限抗压强度试验、扫描电镜试验和XRF试验等系列试验,研究纳米SiO2和石灰掺量对黄泛区粉土压实性、抗压强度、水稳性等力学特性的影响,分析改良粉土的微观结构及固化机理。结果表明:纳米SiO2改良土的最大干密度和最优含水率随纳米SiO2掺量的增加而提高,纳米SiO2改良土中掺加石灰会降低最大干密度,但会提高最优含水率;纳米SiO2与石灰联合使用改良效果优于单独掺入纳米SiO2,1.5%纳米SiO2-2%石灰改良土的无侧限抗压强度、黏聚力和内摩擦角提升最为显著;与素土和纳米SiO2改良土相比,纳米SiO2-石灰改良土的水稳性得到显著改善;在纳米SiO2改良土中,纳米SiO2主要起到填充土颗粒之间孔隙的作用,纳米SiO2与石灰联合使用可在土中形成胶结物质、发挥黏结与填充作用、大幅提高土的强度。 相似文献
3.
膨胀土掺石灰改性之后,其粉粒组的含量显著增加。当采用湿法击实时,由于土体保持了原有的结构性并表现出粉土的特性,在某个较低含水率时,击实功没有超过破坏其结构性的程度,出现一个干密度峰值。随着含水率的增加,击实功破坏了土的结构性,土体重新压实,曲线出现了另一个大干密度的峰值。因此,击实曲线表现出不稳定的双峰现象,从而降低了击实曲线的实用性及可靠性。然而采用修正湿法得到的击实标准,相对于湿法更加合理,相对于干法更加实用可靠,为工程施工质量控制与路基工后质量评价提供了更加有效的方法 相似文献
4.
本文以拟建安康机场弱膨胀土为例,用石灰作为改良剂,对这种石灰改良膨胀土开展了一系列击实试验研究。试验样品来自于安康拟建机场跑道区和挖方区的膨胀土,采用CSK-V1型多功能电动击实仪进行重型击实试验。试验结果表明,石灰掺量、含水量、余土高度、焖料时间对干密度有一定的影响,其规律为:石灰掺量越高,最优含水量越大,最大干密度越小;在最优含水量附近,随着石灰掺量的增加,含水量对干密度的影响减小;在击实功、掺灰量、含水量一定时,余土高度越大,干密度越小;最大干密度随着焖料时间以一定的趋势减小,焖料时间48h以后变化不大;同一种石灰掺量时干密度的主要影响因素顺序是:含水量、焖料时间、余土高度。最后,还通过扫描电镜试验,从微观角度对石灰改良土和击实试验结果进行了描述与分析。 相似文献
5.
ABSTRACTThis paper presents the effectiveness of xanthan gum (XG) biopolymer in stabilising the expansive soil. The XG biopolymer is mixed with expansive soil in different proportions such as 0%, 0.2%, 0.5%, 0.8% and 1.0% by weight of the dry soil mass. The plasticity, compaction, swelling, compressibility, hydraulic conductivity, strength and durability characteristics of the treated and un-treated expansive soil are examined. Results show that the plasticity index of the treated soil mass initially increases but beyond 0.5% biopolymer addition it decreases sharply. The optimum moisture content and maximum dry density of treated soil, found out from light and heavy compaction tests, do not follow any definite trend. It is also found that increasing XG content increases compressibility slightly but, it reduces swelling pressure, differential free swelling value and hydraulic conductivity remarkably. On the other hand, time-dependent compressive strength and resistance to mass loss increases with increasing XG content. Microscopic examination confirms the formation of gel-like linkage, which brings about the modifications in the treated expansive soil. 相似文献
6.
重金属污染土不仅破坏环境健康,同时威胁岩土工程安全。通过控制变量法对砷（As）、镉（Cd）单一污染土和复合污染土的土壤化学、土体微观结构和击实特性对比分析,研究了不同重金属污染源、不同重金属浓度对污染土的击实特性影响规律及作用机制。结果表明：单一污染土中,As使土壤扩散双电层变厚,土颗粒呈絮凝状,小孔隙增加,小颗粒含量先增后减,最优含水率升高5.90%,最大干密度降低1.02%;Cd的作用效应截然相反,Cd压缩土壤扩散双电层,土体呈堆积状,小孔隙减少,小颗粒含量减少,最优含水率降低8.03%,最大干密度增加1.00%。Cd对土体击实特性影响大于As。复合污染土中,As、Cd对土体最优含水率的影响呈协同作用,而对最大干密度无明显相互作用关系。污染土宏微观联系桥梁可以通过分形维数与最大干密度建立,二者拟合结果为二次函数关系。研究成果可为重金属污染土环境与工程灾害防控提供关键参数和理论支撑。 相似文献
7.
Determination of hydraulic conductivity of sand-bentonite mixtures for engineering purposes 总被引：1，自引：0，他引：1
Pollution of the environment due to leakage from waste repositories is a well-known and wide spread problem. Emphasis has therefore been put on design of liners for such repositories, focusing on hydraulic conductivity and its variation with time, liner composition, water content, compaction etc. The paper addresses the hydraulic conductivity of sand/bentonite mixtures, especially the variation of the hydraulic conductivity as a function of bentonite content, compaction and degree of saturation. In order to better understand the variation of the hydraulic conductivity of a sand–bentonite mixture a new parameter k
1 has been proposed. The parameter reflects the amount of bentonite per pore volume and can easily be calculated based on the amount of bentonite and the dry density of the soil mixture. Thereby, the hydraulic conductivity can be predicted as a function of different degres of compaction. This method can be used for engineering purposes to predict the hydraulic conductivity at an early stage of a design to get an idea of the required design and hence, cost. 相似文献
8.
针对广西荔玉高速路基沿线产生的大量高液限土弃方问题,采用生石灰对高液限土进行改良处理。选取弃土场的高液限土,分别配制不同初始含水率、不同石灰掺量的试样进行侧限压缩试验和快剪试验,采用基本初等数学函数模型拟合不同饱和状态、不同初始含水率下石灰掺量对试件压缩特性和抗剪强度影响。结果表明:(1)高液限土的压缩系数随石灰掺量增加呈指数形式减小;(2)不同饱和状态试件的黏聚力和内摩擦角随石灰掺量增加呈二次函数形式变化;(3)高液限土具有水敏性,饱和素土试件最大抗剪强度对应的含水率较击实试验最大干密度对应的含水率高3%～6%;(4)当初始含水率不高于26.73%时,建议石灰掺量不低于6%,否则改良高液限土的石灰掺量不低于8%,可在满足经济性的前提下达到较好的改良效果。 相似文献
9.
采用压力板仪详细研究了不同击实条件对非饱和重塑粉土土水特征曲线的影响,并采用van Genuchten模型对实测试样的土水特征曲线进行了拟合。分别取在初始击实含水率相同的条件下,击实干密度不同的试样以及在击实曲线上同一干密度处对应的不同初始击实含水率的试样,对其进行土水特征曲线测试。结果表明:击实干密度越大,空气进气值越高。击实含水率越大,试样可塑性越好,其空气进气值越大。 相似文献
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11.
Large quantities of leachate-contaminated lateritic soil results from dump yards in the southwest coast of India. These dump yards receive large quantities of municipal solid waste which includes chemical, industrial and biomedical wastes. Large areas of land are currently being used for this purpose. An extensive laboratory testing program was carried out to determine the compaction characteristics and hydraulic conductivity of clean and contaminated lateritic soil. Batch tests were used to study the immediate effect of leachate contamination on the properties of lateritic soil. Contaminated specimens were prepared by mixing the lateritic soil with leachate in the amount of 5%, 10% and 20% by weight to vary the degree of contamination. The results indicated a small reduction in maximum dry density and an increase in hydraulic conductivity due to leachate-contamination. The change induced by chemical reaction in the microstructure of the soil was studied by scanning electron microscope before and after contamination of soil with leachate. The structure of the leachate contaminated soil sample appeared to be aggregated in scanning electron microscope analysis. The aggregated structure increases the effective pore space and thus increases the hydraulic conductivity. Fifty percent increase in hydraulic conductivity was observed for specimens prepared at standard Proctor density and mixed with 20% leachate. Compaction characteristics did not change much with the presence of leachate up to 10%. With 20% leachate the maximum dry density decreased slightly indicating excess leachate in the soil. However the changes are not significant. 相似文献
12.
Maher Omar Abdallah Shanableh Adnan Basma Samer Barakat 《Geotechnical and Geological Engineering》2003,21(3):283-295
Most of the topsoils encountered in United Arab Emirates and in the Arabian Peninsula are granular soils with small percentages
of silt and clay. Determination of the compaction characteristics of such soils is an essential task in preparing for construction
work. The accumulating experience over many years of soil testing in our laboratories suggested that there exists an underlying
trend that governs the compaction characteristics of such soils. As such, a study was undertaken to assess the compaction
characteristics of such soils and to develop the governing predictive equations. For the purposes of this study, 311 soil
samples were collected from various locations in the United Arab Emirates, and tested for various including grain-size distribution,
liquid limit, plasticity index, specific gravity of soil solids, maximum dry density of compaction, and optimum moisture content
following ASTM D 1557-91 standard procedure C. Following the development of the predictive equations, a new set of 43 soil
samples were collected and their compaction results were used to test the validity of predictive model. The range of variables
for these soils were as follows: percent retained on US sieve #4 (R#4): 0–68; Percent passing US sieve #200 (P#200): 1–26;
Liquid limit: 0–56; Plasticity index: 0–28; Specific gravity of soil solids: 2.55–2.8.
Based on the compaction tests results, multiple regression analyses were conducted to develop mathematical models and nomographic
solutions to predict the compaction properties of soils. The results indicated that the nomographs could predict well the
maximum dry density within ±5% confidence interval and the optimum moisture content within ±3%.
This revised version was published online in July 2006 with corrections to the Cover Date. 相似文献
13.
废旧轮胎胶粉-黏土混合土的击实性能 总被引：1，自引：0，他引：1
废旧轮胎橡胶颗粒用于填埋场衬垫材料改性,有望提高衬垫系统的有效性。击实性能是衬垫设计和施工的基础,但目前缺乏针对性研究,击实机理不够明确。开展废旧轮胎胶粉-黏土混合土的击实试验研究,探讨橡胶颗粒粒径、掺入比等因素对混合土击实性能的影响规律和压实机制。研究表明,当橡胶掺入比从0增大到25%时,胶粉-高岭土的最优含水率增大,胶粉-红黏土的最优含水率减小,变化在2.4%范围内; 混合土的最大干密度从1.65gcm-3减小至约1.40gcm-3; 试验选用的橡胶颗粒粒径对最优含水率和最大干密度差异不显著。在击实过程中橡胶颗粒回弹和橡胶颗粒比表面积变化两种效应下,最优含水率随橡胶掺入比的增加表现出减小(大颗粒时)、不变和增加(小颗粒时)的变化规律,并与基质土的性质密切相关。给出了初步设计时改性黏土含水率和干密度的控制方法,能够基本满足规范中对压实黏土的含水率和压实度的要求,且其渗透系数小于1.010-7cms-1。 相似文献
14.
Potential Application of Lateritic Soil Stabilized with Cement Kiln Dust (CKD) as Liner in Waste Containment Structures 总被引：1，自引：1，他引：0
Agapitus Ahamefule Amadi Adrian Oshioname Eberemu 《Geotechnical and Geological Engineering》2013,31(4):1221-1230
This study evaluates the applicability of residually derived lateritic soil stabilized with cement kiln dust (CKD), a waste product from the cement manufacturing process as liner in waste repositories. Lateritic soil sample mixed with 0–16 % CKD (by dry weight of the soil) was compacted with the British Standard Light, West African Standard and British Standard Heavy compaction efforts at water contents ranging from the dry to wet of optimum moistures. Geotechnical parameters such as Atterberg limits, compaction characteristics, hydraulic conductivity, unconfined compressive strength and volumetric shrinkage strain were determined. Results indicate that the plasticity index, the maximum dry unit weight and hydraulic conductivity together with the volumetric shrinkage decreased with increased amount of CKD while the optimum moisture content and unconfined compressive strength increased with higher CKD content for all the efforts. When measured properties were compared with standard specifications adopted by most environmental regulatory agencies for the construction of barrier systems in waste containment structures, the resulting values showed substantial compliance. Besides developing an economically sustainable liner material, the present study demonstrated effective utilization of an industrial by-product otherwise considered as waste by the producers, in addition to a systematic expansion in the use of the lateritic soil for geotechnical works. 相似文献
15.
Kamyar Norouzian Nader Abbasi Jahangir Abedi Koupai 《Geotechnical and Geological Engineering》2018,36(3):1575-1586
Using various additives has been considered as one of the most common stabilization methods for improvement of engineering properties of fine-grained soils. In this research the effect of sewage sludge ash (SSA) and hydrated lime (HL) on compressive strength of clayey soil was investigated. For this purpose, 16 kinds of mixtures or treatments were made by adding different amounts of SSA; 0, 5, 10 and 15% by weight and HL; 0, 1, 3 and 5% by weight of a clayey soil. First, compaction characteristics of the treatments were determined using Harvard compaction test apparatus. So that, 12 unconfined compressive strength test specimens were made using Harvard compaction mold from each treatments taking into account four different curing ages, including 7, 14, 28 and 90 days in three replications. Therefore, a total of 192 specimens were prepared and subjected to unconfined compressive strength tests. The results of this study showed that the maximum dry density of the treated soil samples decreases and their optimum water content increases by increasing the amount of SSA and hydrated lime in the mixtures. It is also found that the adding of HL and SSA individually would increase the compressive strength up to 3.8 and 1.5 times respectively. The application of HL and SSA with together could increases the compressive strength of a clayey soil more efficiently even up to 5 times. 相似文献
16.
为研究压实作用对红黏土孔隙分布的影响,采用液氮冻干法对经过压力板仪脱至残余含水率后的压实试样进行干燥,继而利用孔隙仪测试其孔隙分布特征。结果表明,不同干密度试样的孔隙分布特征在孔径d >10 μm范围内差异性比较明显,干密度越大分布在该范围内的孔隙越少,但所有试样的大部分孔隙主要分布在孔径d <0.1 μm的范围内,并且分布密度十分相似。换言之,常规压实作用只能改变土体某一较大孔径范围内的孔隙,而对小孔径的孔隙改变不大,这也对于说明红黏土路基填料的压实,常规的压实作用对提高土体的压实度幅度有一定范围。 相似文献
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18.
In this study, an investigation was performed to determine if lime-stabilized sand–bentonite mixtures are appropriate for the construction of sanitary landfills liners. For this aim, the hydraulic conductivity tests were conducted in the laboratory on sand–bentonite mixtures and lime-stabilized sand–bentonite mixtures to evaluate the effect of wetting–drying cycles. The hydraulic conductivity tests were performed to see if their hydraulic conductivities are affected by wetting–drying cycles. First series of specimens have been prepared as a mixture of sand and bentonite only. In the first series of specimens, sand was mixed with bentonite in proportions of 20, 30, 40, and 50 %. In the second series of the specimens, lime in proportions of 1, 2 and 3 % by weight was added to the mixtures of sand–bentonite in proportions of 20, 30, 40, and 50 %. From the results of the tests, it was observed that while optimum water content increased, maximum dry density decreased with addition of lime to the sand–bentonite mixtures. Generally, the hydraulic conductivity increased with the addition of lime to the mixtures but at low percentages of lime (1–2 %), however, slight decreases in k were recorded. It was also observed that the wetting–drying cycles on the permeability test indicate cure effect on specimens with addition of lime which resulted in decreased the hydraulic conductivity. 相似文献
19.
弱膨胀土工程特性及其路基处治对策 总被引：3，自引：1，他引：2
针对湖北襄-荆高速公路膨胀土,在室内开展了弱膨胀土的压实特性、胀缩性状、力学特性试验研究,发现压实膨胀土的工程性状受含水率与压实度的影响,胀缩特性是膨胀土的固有特性,其大小取决于起始湿度和密度;击实膨胀土的最佳含水量和最大干密度随击实功变化而变化,压实功愈大,土的最大干密度也愈大,而对应的最佳含水量愈小;膨胀土的CBR值随其含水率的变化规律类似于击实曲线,但CBR峰值含水率大于最佳含水率,为深入认识膨胀土的工程特性提供了帮助。因此,利用弱膨胀土填筑路堤时,不仅要考虑经过击实后的土的性质,而且还要考虑在填方建成、条件改变后土的性能;膨胀土路堤填筑除考虑压实度与CBR值要求外,尚需考虑胀缩总率的影响。最后,推荐了弱膨胀土路堤结构型式,并提出了弱膨胀土用于路堤填筑的控制标准。 相似文献
20.
A series of laboratory tests was conducted on a tropical residual soil, which is widespread and readily available over a considerable part of Peninsular Malaysia, to assess whether it could be compacted as hydraulic barriers in waste disposal landfills. Index properties, swelling potential, cation exchange capacity (CEC), compaction characteristics, and hydraulic conductivity of the soil indicate that it is inorganic, very plastic, inactive (activity <0.75), moderately expansive (modified free swell index is about 3.06), and of fair attenuation capacity (for inorganic contaminants). For hydraulic conductivity measurement, the soil was compacted in rigid-wall permeameter moulds at a variety of water contents and compactive efforts and then permeated with de-aired tap water. The results of hydraulic conductivity tests illustrate that hydraulic conductivity lower than 1×10–7 cm/s can be achieved using a broad range of water contents and compactive efforts, including water contents dry of optimum. Its shrinkage and strength properties show that it has minimal potential to shrinkage and has adequate strength to support the overburden pressure imposes by the waste body. These findings suggest that the residual soil can be potentially utilized as compacted soil liner material. 相似文献