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1.
Compressibility behaviour of lime-stabilized clay 总被引：2，自引：1，他引：1
Lime stabilization reactions result in the formation of inter-particle cementation bonds that improves strength and reduce compressibility of clay soils. Though several studies in the past have focused on the impact of lime stabilization on the strength behaviour, few studies have examined the impact of lime stabilization on the compressibility behaviour of clay soils. The present study examines the compressibility behaviour of lime-stabilized soils in light of the frameworks proposed for saturated cemented clays. Cementation bonds formed during the lime stabilization reactions imparted yield stress in the range of 3900–5200 kPa to the artificially cemented specimens. The compression behaviour of these artificially cemented specimens in the pre-yield stress and post-yield stress regions conformed to the framework proposed for saturated cemented soils. 相似文献
2.
淤泥富含有机质，分解后产生腐殖酸，进而影响淤泥固化效果。仅掺入12%水泥固化淤泥，当标准养护期超过60 d，其强度不增反减。联合掺入3%石灰和12%水泥，固化淤泥的pH值持续180 d处于10.5以上；无侧限抗压强度由750 kPa（养护期28 d）提升到1 500 kPa（120 d），说明借助石灰营造强碱性环境，可以提高水泥固化淤泥的强度；但养护到180 d后，其强度又降到1 250 kPa；钙离子浓度变化规律表明，这是由于腐殖酸溶蚀水泥和石灰的水化胶结物所致。借助偏高岭土卓越的火山灰反应能力，掺入3.0%偏高岭土，提升石灰（3%）?水泥（12%）固化淤泥的耐久性，发现180 d养护期内，其强度始终处于增长趋势，究其原因是偏高岭土富含无定形硅、铝氧化物，具有快速捕获氢氧化钙溶液中钙离子的能力，形成稳定的胶结物，而且不易受腐殖酸的侵蚀作用，证明偏高岭土能够有效提升石灰?水泥固化淤泥长期强度。 相似文献
3.
Greeshma Nizy Eujine Sreedharan Chandrakaran Natesan Sankar 《Arabian Journal of Geosciences》2017,10(20):454
Atterberg Limit Tests, unconfined compressive strength tests, and California Bearing Ratio Tests were conducted on the two minerals—kaolinite and bentonite—after subjecting them to stabilization with lime, enzyme, and enzymatic lime. The purpose of the study was to evaluate the effectiveness of enzymatic lime as a stabilizer over lime and enzyme. Results establish that enzymatic lime stabilization is the better stabilizer in terms of strength development. The unconfined compressive strength and California Bearing Ratio values of enzymatic lime stabilized samples have increased up to 5 and 30 times in the case of kaolinite mineral, but to only less than 1.5 times in the case of bentonite mineral. The study thus indicates that enzymatic lime stabilization is predominantly effective for clays containing kaolinite minerals. 相似文献
4.
Lime stabilization is an effective way of stabilizing expansive clays, which cause significant environmental problems both as earth and foundation materials. There are considerable environmental benefits in using the in situ lime-stabilized expansive soils in the construction of road pavements, fill or foundations instead of importing valuable granular materials. However, due to high plastic nature of these clays, achieving appropriate pulverization in field applications is a difficult task. This paper presents the results of a laboratory investigation to determine the effects of soil pulverization quality on lime stabilization of a local expansive clay. Effect of mellowing the soil–lime mixtures for 24 h was also studied to find out whether this would compensate for poor pulverization. The clay studied had swelling pressures varying between 300 and 500 kN/m2 and free swell potential as high as 19%. In this study, 3, 6 and 9% lime by dry weight were used for lime-stabilized samples. Unconfined compression strength, failure strain and Secant Elasticity Modulus values were measured through unconfined compression strength testing. The results of the study showed that lime stabilization improved plasticity, workability, compressive strength, elastic moduli and swelling and compressibility behavior of the expansive clay. While mellowing did not have a definite effect on the measured strength and moduli values, soil pulverization quality considerably affected the unconfined compression strength and Secant Elasticity Modulus values. The higher the percentage passing No. 4 sieve, the higher the effectiveness of lime treatment. Based on the data obtained in this study, two original equations were derived to assign Secant Elasticity Modulus based on unconfined compression strength, for different soil pulverization qualities. Microfabric investigations conducted by Environmental Scanning Electron Microscope and Mercury Intrusion Porosimetry exposed the effect of lime stabilization on fabric, porosity and pore size distributions. The results of the study clearly demonstrated that if enough time and effort were not given to soil pulverization process in lime stabilization works in field applications, lower performance and therefore increased environmental problems should be expected. 相似文献
5.
以南京内秦淮河疏浚淤泥为例,通过土工试验、XRD和X射线荧光光谱试验等方法,研究了城市河道淤泥的物理性质、矿物成分、化学成分等特性。试验结果显示:秦淮河淤泥粘粒含量低、有机质含量极高,矿物成分主要有石英和少量粘土矿物等。为了实现淤泥的资源化处理,运用水泥、石灰无机固化材料对淤泥进行固化改良试验及改性土无侧限抗压强度试验,结果表明随着水泥掺量增加,水泥固化土由塑性破坏向脆性破坏过渡,破坏应变在1.8%~2.2%,而石灰固化土均表现为脆性破坏,且破坏应变小于水泥土,为1%左右。水泥固化土28d强度为670kPa,固化效果优于石灰,但略低于处理一般软土的固化土强度。研究结果对处置城市河道淤泥有一定参考价值。 相似文献
6.
Ettringite related swelling in lime-stabilized sulphate bearing clay soil systems has only been reported within the last decade although similar expansive behaviour has been reported in concrete over many years. The use of ground granulated blastfurnace slag (GGBS), an industrial by-product, is well established as a binder in many cement applications where it provides enhanced durability and high resistance to sulphate attack. This paper reports on efforts to extend the use of GGBS to highway and other foundation layers by determining the beneficial effect of the suppression of swelling of lime-stabilized clay soils, particularly in the presence of gypsum. The paper describes the results of laboratory tests on lime-stabilized kaolinite containing different levels of added gypsum and on lime-stabilized gypsum (selenite) bearing Kimmeridge Clay to which, in both cases, the lime has progressively been substituted with GGBS. The tests determine the linear expansion behaviour of compacted cylinders, during moist curing in a humid environment at 30°C and during subsequent soaking in de-ionized water. The results illustrate that substitution of lime with GGBS produces significant reduction in linear expansion of lime-stabilized clay soils particularly those containing gypsum. 相似文献
7.
Lime stabilization of clay minerals and soils 总被引：24，自引：0，他引：24
F.G. Bell 《Engineering Geology》1996,42(4):223-237
Clay soil can be stabilized by the addition of small percentages, by weight, of lime, thereby enhancing many of the engineering properties of the soil and producing an improved construction material. In order to illustrate such improvements, three of the most frequently occurring minerals in clay deposits, namely, kaolinite, montmorillonite and quartz were subjected to a series of tests. As lime stabilization is most often used in relation to road construction, the tests were chosen with this in mind. Till and laminated clay were treated in similar fashion. With the addition of lime, the plasticity of montmorillonite was reduced whilst that of kaolinite and quartz was increased somewhat. However, the addition of lime to the till had little influence on its plasticity but a significant reduction occurred in that of the laminated clay. All materials experienced an increase in their optimum moisture content and a decrease in their maximum dry density, as well as enhanced California bearing ratio, on addition of lime. Some notable increases in strength and Young's Modulus occurred in these materials when they were treated with lime. Length of time curing and temperature at which curing took place had an important influence on the amount of strength developed. 相似文献
8.
E.I. Stavridakis 《Geotechnical and Geological Engineering》1999,17(2):145-154
Clayey soils, especially clayey soils with high or very high liquid limits (> 60%) often present difficulties in construction operations because they usually contain expansive clay minerals. However, the engineering properties of clay soils can be enhanced by the addition of either cement or lime, thereby producing an improved construction material. In this research, slake durability was related to the liquid limit and unconfined compressive strength of clayey admixtures. Three of the most important components in clay soils, namely, kaolinite, montmorillonite and quartz, were combined to make the clayey admixtures. A slaking value of 45% is suggested as identifying satisfactory stabilization. For clayey admixtures with liquid limit between 40% and 60%, this could be achieved with the addition of between 4% and 12% cement. Clayey admixtures with liquid limits over 60% could only achieve this with large uneconomical amounts of cement (> 12%). 相似文献
9.
Aslı Boz Alper Sezer Tuba Özdemir Gül Ece Hızal Özlem Azdeniz Dolmacı 《Arabian Journal of Geosciences》2018,11(6):122
In this paper, a comparative experimental study was carried out to evaluate the effect of inclusion of different fiber types on strength of lime-stabilized clay. In this scope, a series of unconfined compressive strength tests were carried out on specimens including basalt and polypropylene fiber compacted under Standard Proctor effort (i.e., 35% by weight of soil). The effects of curing period (1, 7, 28, and 90 days), fiber type (basalt and polypropylene), fiber content (0, 0.25, 0.5, 0.75, 1%), fiber length (6, 12, and 19 mm), and lime content (0 and 9%) on strength properties were investigated. The results revealed that both basalt and polypropylene fibers increased the strength without inclusion of lime. For specimens including lime, strength of polypropylene fiber-reinforced specimens was remarkably higher than that reinforced with basalt fiber for lime-stabilized clay. However, greatest strength improvement was obtained by use of 0.75% basalt fiber of 19 mm length with 9% lime content after 90-day curing. Additionally, results of strength tests on specimens including 3 and 6% lime and 12-mm basalt fiber after 1, 7, 28, and 90-day curing were presented. It is evident that the use of 6-mm basalt fiber and 12-mm polypropylene fiber were the best options; however, efficiency of fiber inclusion is subject to change by varying lime contents. It was also observed that the secant modulus was increased by use of lime; however, strength of the correlations among secant modulus and unconfined compressive strength values was decreased by increasing amount of lime for specimens including both basalt and polypropylene fibers. 相似文献
10.
红黏土水敏性强,添加石灰等碱性材料处治后,能获得即刻的改良效果,但由于红黏土呈弱酸性,石灰改良后其长期性能会衰减。为提高石灰稳定红黏土（简称La+L）的长期性能,添加偏高岭土（4%）协同石灰（5%）稳定红黏土（简称La+L+MK）,改善其水敏性和酸?碱互损作用。制备8种初始含水率的压实试样（初始孔隙比相同）,养护到预定时间后开展无侧限抗压强度试验,同时,测定试样的钙离子浓度、电导率和pH值。结果表明：初始含水率为26%左右时,改良土的无侧限抗压强度最高,初始含水率偏高或偏低都不利于改良土的强度增长。究其原因,试样偏干时,缺少水分,石灰水化不充分,不能形成游离态钙离子,无法进行火山灰反应,颗粒之间无法形成胶结;试样偏湿时,火山灰反应形成的胶结强度不及过量水分引起的基质吸力丧失量。试样的钙离子浓度和电导率变化规律,证实了以上原因解释的猜想。当然,添加偏高岭土后,能够显著改善偏湿状态下的石灰土强度。即使浸水饱和后,相对石灰改良土,也能够保持较高的强度,充分证明偏高岭土能够有效降低石灰土水敏性,提高其耐久性。偏高岭土直接提供了大量硅、铝氧化物,且将土体pH值降到有利于硅、铝氧化物溶解的碱性范围,加速火山灰反应,缓减或抑制石灰?红黏土的互损作用。 相似文献
11.
固化铅污染土的干湿循环耐久性试验研究 总被引：2，自引：0，他引：2
在商用高岭土、膨润土与商业黄砂混合物中加入硝酸铅溶液,添加水泥和石灰两种固化剂,采用室内压实制样方法获得固化的铅污染土试样。进行干、湿循环试验,测试固化体的质量损失和无侧限抗压强度等参数随干、湿循环次数的变化规律,评价固化铅污染土的干、湿耐久性。测试结果表明,本试验8种配比的试样都满足干、湿循环的要求;黏土矿物为膨润土的试样干、湿循环耐久性比黏土矿物为高岭土的试样要差;水泥固化土的干、湿循环耐久性要略优于石灰固化土;加入 8 000 mg/kg的铅可略增大土体的抗干、湿循环耐久性。水泥和石灰固化/稳定化重金属污染土时,土体中含水率是保证加固效果的关键参数之一。土体中含水率应能满足固化剂充分水化、水解、火山灰和碳酸化反应之需要。 相似文献
12.
《Chemie der Erde / Geochemistry》2023,83(2):125972
In China, the lack of Li resources is in stark contrast to a large amount of coal gangue produced by coal mining. To determine the distribution patterns and existing status of lithium (Li) elements in the coal gangue, the mineralogical and geochemical analysis were formed on samples of the roof, floor, and parting of No. 02, 2, 8, and 9 coal seams, being mined in Malan mine, Xishan coalfield, Shanxi Province. The results show that the lithium content in this study area is relatively enriched, the highest content is 499 μg/g in sample 02-G, and the average content is 109.8 μg/g, which is two times that of the world average value of claystone (45 μg/g). XRD analysis shows that the mineral composition of parting samples is mainly clay mineral kaolinite, while the coal seam roof and floor samples also include quartz and some iron-bearing minerals, such as pyrite and siderite. Likewise, possible lithium-rich mineral phases and possible lithium-rich factors were investigated in this paper. A comprehensive clay separation experiment and correlation analysis between lithium and major elements indicate that lithium is likely to exist in the clay mineral kaolinite in the study area. It is also found that the content of Li adsorbed by cryptocrystalline kaolinite is generally higher than that of crystalline kaolinite. According to the mechanism of Li+ adsorption in clay minerals, the higher lithium content of cryptocrystalline kaolinite is due to its larger specific surface area, which can adsorb more lithium on the surface. 相似文献
13.
Jagadish Prasad Sahoo Pradip Kumar Pradhan 《Geotechnical and Geological Engineering》2010,28(6):889-897
An experimental investigation was undertaken to study the effects of lime-stabilized soil-cushion on the strength behavior
of expansive soil. In the present investigation, a series of laboratory tests (Unconfined compression tests and CBR tests)
were conducted on both expansive soil alone and expansive soil cushioned with lime-stabilized non-expansive cohesive soil.
Lime contents of 2, 4, 6, 8 and 10% by dry weight of cohesive non-swelling soil was used in the stabilized soil cushion. Both
expansive soil and lime stabilized soil cushion were compacted to Standard Proctor’s optimum condition with thickness ratio
2:1. Tests on cushioned expansive soils were conducted at different curing and soaking periods i.e., 7, 14, 28 and 56 days.
The test results revealed that maximum increase in strength was achieved after 14 days of curing or soaking period with 8%
of lime content. 相似文献
14.
P. K. Kolay M. R. Aminur S. N. L. Taib M. I. S. Mohd Zain 《Geotechnical and Geological Engineering》2011,29(6):1135-1141
This paper describes a study on tropical peat soil stabilization to improve its physical properties by using different stabilizing
agents. The samples were collected from six different locations of Sarawak, Malaysia, to evaluate their physical or index
properties. Out of them, sample having the highest percentage of organic content has been selected for stabilization purposes.
In this study, ordinary portland cement (OPC), quick lime (QL), and class F fly ash (FA) were used as stabilizer. The amount
of OPC, QL, and FA added to the peat soil sample, as percentage of dry soil mass, were in the range of 5–20%; 5–20% and 2–8%,
respectively for the curing periods of 7, 14, and 28 days. The Unconfined Compressive Strength (UCS) test was carried out
on treated/stabilized samples with the above mentioned percentages of the stabilizer and the result shows that the UCS value
increases significantly with the increase of all stabilizing agent used and also with curing periods. However, in case of
FA and QL, the UCS value increases up to 15 and 6%, respectively with a curing period of 28 days but decreases rather steady
beyond this percentage. Some UCS tests have been conducted with a mixture of FA and QL to study the combined effect of the
stabilizer. In addition, Scanning Electron Microscope (SEM) study was carried out on original peat soil and FA, as well as
some treated samples in order to study their microstructures. 相似文献
15.
Amin Eisazadeh Khairul Anuar Kassim Hadi Nur 《Geotechnical and Geological Engineering》2012,30(6):1435-1440
Studies on the chemically stabilized soils have shown that the effectiveness of treatment is largely dependent on soil??s natural environment. In this research, the time-dependent changes induced in permanent cation exchange capacity of lime and phosphoric acid treated soils, comprised mainly of montmorillonite and kaolinite minerals, were investigated. Also, in order to study the relationship between the exchange capacity and acidity/alkalinity of pore water, pH measurements were performed on cured samples. Based on the collected data, it was found that the pH of stabilized soils showed a tendency for reaching soil??s natural pH with increasing curing time. In addition, the increase in number of broken bonds around the edges of soil particles and also the formation of cementitious compounds that acquired negative charges contributed to achieving higher CECp values at longer curing periods. Nevertheless, the kaolinite mineral with pH-dependent structural properties, showed a rather limited behavior in the acidic medium. From engineering point of view, the lime treated samples revealed the highest degree of improvement with an approximately ten-fold strength increase in comparison to the natural soil over an 8?months curing period. 相似文献
16.
Ahmad Safuan A. Rashid Nima Latifi Christopher L. Meehan Kalehiwot N. Manahiloh 《Geotechnical and Geological Engineering》2017,35(6):2613-2623
Many tropical residual laterites have relatively poor engineering properties due to the significant percentage of fine-grained soil particles that they contain, which are formed by the soil weathering process. The widespread presence of laterite soils in tropical regions often requires that some form of soil improvement be performed to allow for their use in various civil engineering applications, such as for road base or subbase construction. One of the most commonly utilized stabilization techniques for laterite soils is the application of additives that chemically react with the minerals that are present in soil to enhance its overall strength; effective soil stabilization can allow for the use of site-specific soils, and can consequently result in significant cost savings for a given project. With an increasing focus on the use of more environmentally friendly and sustainable materials in the built and natural environments, there is an emerging interest in eco-friendly additives that are an alternative to traditional chemical stabilizers. The current study examines the viability of xanthan gum as an environmentally friendly stabilizer that can improve the engineering properties of tropical residual laterite soil. Unconfined compressive strength (UCS) tests, standard direct shear tests, Brunauer, Emmett, and Teller (N2-BET) surface area analysis tests and field emission scanning electron microscopy (FESEM) tests were used to investigate the effectiveness of xanthan gum for stabilization of a tropical laterite soil. The UCS test results showed that addition of 1.5% xanthan gum by weight yielded optimum stabilization, increasing the unconfined compressive strength of the laterite soil noticeably. Similarly, direct shear testing of 1.5% xanthan gum stabilized laterite specimens showed increasing Mohr–Coulomb shear strength parameters with increases in curing time. From the FESEM results, it was observed that the stabilization process modified the pore-network morphology of the laterite soil, while also forming new white layers on the surface of the clay particles. Analysis of the test results indicated that xanthan gum stabilization was effective for use on a tropical residual laterite soil, providing an eco-friendly and sustainable alternative to traditional soil stabilization additives such as cement or lime. 相似文献
17.
Deformation modulus of fly ash is one of the most important mechanical properties generally used in different design problems
and also as an input parameter to sophisticated numerical techniques employed to assess the response of different structures
resting on fly ash fill or embankment made of fly ash. Deformation modulus is usually expressed in terms of compressive strength.
This paper presents the deformation modulus of fly ash modified with lime alone or in combination with gypsum at different
strain levels. The values of deformation modulus obtained from both unconfined compression test and unconsolidated undrained
triaxial test results are presented herein. The specimens for unconfined compression test and for undrained triaxial tests
were cured up to 90 and 28 days, respectively. The effects of addition of lime (4–10%) and gypsum (0.5 and 1.0%) on the deformation
modulus of class F fly ash are highlighted. With addition of lime and gypsum, the class F fly ash achieved the deformation
modulus in the range of 190 MPa in UCS test and up to 300 MPa in triaxial test specimens tested under all round pressure of
0.4 MPa. Based on the present test results empirical relationships are developed to estimate deformation modulus of modified
fly ash from unconfined compressive strength and relationships between initial tangent modulus and secant modulus at different
strain levels are also developed. 相似文献
18.
对江西赣南6个地区风化淋滤型稀土矿中全风化层的粘土矿物进行了研究,为进一步了解粘土矿物对该类型稀土矿中稀土元素分异的影响奠定了基础。X射线衍射自然定向片、甲酰胺片、饱和乙二醇片和加热片、红外光谱及扫描电镜观察结果表明该区粘土矿物以片状高岭石和针管状7埃洛石为主,其中坳背塘、长坑屋、上堡、杨村样品主体为高岭石,足洞样品中发育大量埃洛石,而石排样品中高岭石与埃洛石比例相当。电感耦合等离子体质谱分析表明稀土元素在粘土矿物中大量富集,其稀土元素配分不仅受到原岩的影响,而且受到粘土矿物本身性质的影响。Ce元素在足洞和石排样品的粘土矿物中表现出正异常,而在其他样品粘土矿物中表现为负异常,可能与其中发育的埃洛石密切相关。Ce元素可能以方铈矿胶膜的形式包裹在针状埃洛石中,和/或以离子形式被选择性吸附于埃洛石表面。 相似文献
19.
《Russian Geology and Geophysics》2016,57(7):1048-1063
The Shurijeh Reservoir Formation of Neocomian age is represented by a sandstone sequence, occasionally interbedded with shale, in the Gonbadli gas field, Kopet-Dagh Basin, Northeastern Iran. In this study X-ray diffraction (XRD) and X-ray fluorescence (XRF) techniques were used together to characterize the Shuirjeh clay minerals in 76 core samples collected from two deep Gonbadli wells. The results of XRF analysis showed high percentages of silicon and moderate to low percentages of aluminum, sulfur, calcium, potassium, sodium, magnesium, and iron in both wells. The XRD analysis indicated that the above elements were concentrated in the form of quartz, anhydrite, dolomite, calcite, plagioclase, K-feldspar, hematite, and clay minerals. Further XRD examination of the clay fraction revealed that illite, chlorite, and kaolinite were the major types of clay minerals. Unlike, glauconite, smectite, and a mixed layer clays of both the illite–smectite and chlorite–smectite types were observed only in very few samples. The percentages of individual clay minerals were determined using external standard calibration curves and successfully validated by a system of simultaneous linear equations acquired from detailed elemental information based on the XRF analysis. The error reached ± 5% for the main mineral constituent and ± 15% for minor minerals. A local regression relationship was also derived, based on the XRF elemental information, which can be used to estimate the clay contents of other Shurijeh drilled wells with data of pulsed-neutron spectroscopy tools. According to the proposed quantitative approach, the amount of illite varied considerably, reaching 18.3%. In contrast, the amounts of kaolinite and chlorite were generally small, i.e., less than 8.4%. The amount of total clay minerals changed greatly from a minimum of 5% to a maximum of 32.5%. An increase in illite with increasing burial depth and temperature was an obvious indication of deep burial diagenesis in this formation. 相似文献
20.
随季节性变化的冻融循环作用对土体结构有显著的影响。为降低盐渍土对环境温度的敏感性并将其应用于工程中,提出以石灰、粉煤灰和改性聚乙烯醇(MPA)为固化材料的联合固化方法。先通过无侧限抗压强度(UCS)和微观扫描试验评价固化效果,构建固化材料的参数范围,再将抗剪强度(黏聚力和内摩擦角)与正交试验相结合,分析各因素的影响,明确最佳组合参数。结果表明:石灰+粉煤灰+MPA联合固化有助于提高盐渍土的强度,联合固化盐渍土的UCS为1 130.25 kPa,是盐渍土(218 k Pa)的5.18倍;联合固化盐渍土的冻融强度满足工程规范(JTG 3430-2020)要求。冻融循环作用下联合固化盐渍土的UCS稳定值为700k Pa,且3次循环后的波动范围在5%左右。适宜配比下联合固化盐渍土的抗剪强度(黏聚力和内摩擦角)在3次冻融循环后为208.2 kPa和38.56°。各因素的敏感性由高到低依次为养护时间、石灰掺量、MPA掺量、干密度、含盐量和冻融循环次数,随石灰、粉煤灰和MPA掺量的增加,联合固化盐渍土强度增大并趋于稳定,固化参数的优化可有效弱化冻融作用对滨海盐渍土的影响。结合抗压及抗剪强度试验结果,... 相似文献