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1.
Delineation of compaction criteria for acceptable hydraulic conductivity of lateritic soil-bentonite mixtures designed as landfill liners 总被引：2，自引：1，他引：1
In current geoenvironmental practice, design engineers usually require that soil liners in waste landfills be compacted within a specified range of water content and dry unit weight. This specification is based primarily on the need to achieve a minimum dry unit weight for factors controlling the performance of compacted soil liners most especially the hydraulic conductivity, k. In this study, lateritic soil treated with up to 10% bentonite, prepared at various compaction states (dry of optimum, optimum and wet of optimum moisture content) was compacted with four compactive efforts (i.e., the reduced British Standard Light, British Standard Light, West African Standard, and British Standard Heavy) to simulate the range of compaction energies expected in the field. Prepared soil mixtures were permeated with water and specimens that yielded the permissible limit of k????1?×?10?9?m/s were enclosed in an envelope (known as the acceptable zone) on the water content?Cdry unit weight curve. It was observed that compaction conditions resulting in moisture content slightly wet of optimum led to the lowest values of k and that the shapes and boundaries of the acceptable zones gradually increased in extent, shifting to wet side of optimum moisture content as the bentonite content increased to 10%. This approach provides good control over the quality of compacted soils and has great potential for field application. 相似文献
2.
In compacted coarse-grained materials, the stress state is largely influenced by the compaction procedure and by the characteristics
of the single grains (mineralogy, shape). In this work, two compacted sandy gravels with the same grading but different grain
properties have been tested in a large soft oedometer to highlight this influence. In the first part of the paper, the effect
of oedometric ring deformability on the stress state is quantified in the framework of elastoplasticity. It is then shown
that, for the adopted apparatus and for the tests carried out, the error in the measurement of the coefficient of earth pressure
at rest K
0 caused by ring deformability is very small. The two tested materials, compacted by wet tamping, behave differently because
of their different grain properties, showing, respectively, small and large grain breakage. In primary loading, the more crushable
material has values of K
0 that compare well with Jaky’s (J Soc Hungarian Archit Eng 355–358, 1944) equation at any stress level and for every tested
soil density. For the material with stronger grains, only very loose specimens that have undergone little or no compaction
have a similar behaviour, while the denser specimens show the typical behaviour of overconsolidated soils, with values of
K
0 initially larger than that suggested by Jaky (J Soc Hungarian Archit Eng 355–358, 1944) for normally consolidated soils,
tending to it only at the largest applied stress values. By considering the complex combined effect of tamping and grain crushing
on the stress state and on the overconsolidation ratio of the soil at the end of compaction, these experimental evidences
have been qualitatively explained. 相似文献
3.
为研究吸力及压实度对非饱和压实填土压缩变形特性的影响,并建立脱湿（吸力增长）状态下的填方土体工后沉降变形修正计算应用模型,开展了控制吸力和压实度的一维非饱和土侧限压缩试验。结果表明：压缩曲线平缓段随压实度和吸力的提高而增长,表明土样的结构屈服强度同步得到提高;在比容v变化差值序列上,饱和土压缩土样最大、常规压缩土样次之、脱湿土样最小,并且吸力越大,比容v变化差值越小。经历脱湿（吸力增长）后的压实土压缩性降低,定义和建立了吸力压缩系数 及其经验模型,用以表征和度量吸力和压实度对压缩特性的影响规律及程度,发现 随竖向应力增加呈现指数型衰减。对模型参数与压实土相关参量间的关联性进行了分析探讨,同一压实度土样不同吸力所对应的参数 均值随压实水平提高而线性减小,参数λ总体上随吸力的增加而增大,但随压实度的提高吸力对于土体抗压性增强的贡献水平降低且参数 试验数值点靠拢线性趋近线,土样的压缩性随压实度和吸力大小变化而动态调整。基于分层总和法的基本原理初步构造建立了高填方非饱和填土压缩变形修正计算模型（MS）,其应用途径应建立在进一步对非饱和压实填土受荷状态下脱湿土-水特征关系的研究基础之上。 相似文献
4.
对京九线路基粉土用GDS三轴仪进行固结不排水剪试验,研究不同围压、含水量、压实度下压实粉土样的应力-应变关系。结果表明:压实粉土在低围压下为应变软化,高围压下为应变硬化,存在一个屈服应力;含水量和压实度对粉土强度和应力-应变关系影响显著,随着含水量的减小、压实度的增大,压实粉土样强度增大,应力-应变曲线上升。对围压小于屈服应力的应变软化曲线,用常规的土的软化关系式进行拟和;对围压大于屈服应力的应变硬化曲线,用邓肯-张模型进行拟和;这二者的结合能描述压实粉土的应力-应变关系曲线,效果良好。 相似文献
5.
Summary In many parts of the world, particularly in humid tropical regions, residual soils are abundant. In this paper the suitability of a residual lateritic soil as a construction material is investigated, with respect to its strength and compaction characteristics. In comparison with other typical construction fills available in Southeast Asia, compacted lateritic soils produce excellent shear strengths and CBR values. However, the brittleness and tensile cracking of this compacted material become enhanced on the dry side of the optimum moisture content, or if excessive compaction is imparted. Nevertheless, at a moisture content of 2% wetter than the optimum, the tensile mode of failure is suppressed and the lateritic fills become ideally suited for the construction of high embankments and impervious dam cores. 相似文献
6.
初始应力条件对压实黄土动强度影响的研究 总被引：1，自引：0，他引：1
建筑物地基或土坡中的土体在受到地震或其他动荷载作用前往往处于复杂的初始应力状态,对原有的DTC－199型周期扭转荷载三轴仪进行简单的改造后,可以进行压实黄土在这种固结应力状态下动强度的试验研究。试验结果表明,在其他初始固结应力条件不变时,初始主应力方向角α0对压实黄土的动强度具有显著的影响,初始中主应力系数b0对动强度的影响较小;随着α0的增大,动强度逐渐降低,并在α0 = 90o时达到最小值,最大降幅在40 %左右;b0对压实黄土的动强度的影响具有放大效应和区间效应,b0从0增大至0.5时,动强度逐渐增大,b0从0.5增大至1时,动强度逐渐减小,增加的幅度小于降低的幅度约5 %。 相似文献
7.
8.
Compacted clay soils are used as barriers in geoenvironmental engineering applications and are likely to be exposed to salinization and desalinization cycles during life of the facility. Changes in pore fluid composition from salinization and desalinization cycles induce osmotic suction gradients between soil–water and reservoir (example, landfill/brine pond) solution. Dissipation of osmotic suction gradients may induce osmotic swelling and consolidation strains. This paper examines the osmotic swelling and consolidation behaviour of compacted clays exposed to salinization and desalinization cycles at consolidation pressure of 200 kPa in oedometer assemblies. During salinization cycle, sodium ions of reservoir fluid replaced the divalent exchangeable cations. The osmotic swelling strain developed during first desalinization cycle was 29-fold higher than matric suction induced swelling strain of the compacted specimen. Further, the diffusion controlled osmotic swelling strain was 100-fold slower than matric suction-driven swelling process. After establishment of ion-exchange equilibrium, saturated saline specimens develop reversible osmotic swelling strains on exposure to desalinization cycles. Likewise the saturated desalinated specimen develops reversible osmotic consolidation strains on exposure to cycles of salinization. Variations in compaction dry density has a bearing on the osmotic swelling and consolidation strains, while, compaction water content had no bearing on the osmotic volumetric strains. 相似文献
9.
10.
Settlement of compacted ash fills 总被引：1，自引：0，他引：1
The coal ash is a by-product of coal-fired thermal power station. It is extensively used as a geo-material for landfill. The
compacted ash is used as a structural fill if it is properly characterized for load-bearing capacity and settlement. The main
objective of the present work is to characterize ash material and to evaluate its settlement characteristics. The ash is normally
compacted by vibration at or near optimum moisture for its performance as structural fill. The overt characteristics of ashes
are viewed similar to cohesionless soils. However, the mass behavior may have differences due to the subtle influence of chemical
and physical processes involved in its formation. The empirical and analytical methods predicting settlement of footing under
static loading require direct or indirect measurement of density and stress state in the deposit. In the present work, experimental
investigations for settlement prediction were carried out on compacted coal ash produced at Ropar thermal power station in
India, which was conveniently classified as ASTM class F ash. The settlement was experimentally obtained for the rigid plates having least dimension more than 0.3 m on ashes compacted
at varying degree of compaction. The predicted settlement based on the observed data of coal ash using conventional techniques
for soils was found to be conservative. A relationship between settlement and foundation size is proposed at varying compaction
to obtain the settlement of compacted ash. At a higher degree of compaction, the settlement of a foundation may not exceed
the allowable settlements in the working stress range. 相似文献
11.
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
12.
New basis for the constitutive modelling of aggregated soils 总被引：1，自引：1，他引：0
Natural and compacted soils are usually characterized by aggregation of particles. The mechanical behaviour of these materials
depends on soil structure. The oedometric compression tests performed on aggregated samples presented here showed that these
materials exhibit a yield limit depending not only on stress history and stress state but also on soil structure. Evidence
is provided using the neutron tomography technique. These results revealed that soil structure modification occurs together
with plastic deformations. The experimental results are used to propose a new state parameter to quantify the soil structure.
Based on pore-scale experimental observations, an evolution law for this parameter is proposed as a function of associated
plastic strains. Considering both soil fabric and inter-particle bonding effects, a new yield limit depending on stress state,
stress history and soil structure is introduced for the aggregated soils. Accordingly, a new constitutive framework consistent
with strain hardening plasticity is proposed to consider soil structure effects in the modelling of aggregated soils. 相似文献
13.
Zhong-Sen Li Assia Benchouk Feth-Ellah Mounir Derfouf Nabil Abou-Bekr Said Taibi Hanène Souli Jean-Marie Fleureau 《Acta Geotechnica》2018,13(1):51-71
The main objective of this paper is to examine how different engineering soils react to environmental variations and to provide correlations to characterize their behaviour under null external mechanical stress. Two French and two Algerian soils with liquid limits ranging from 36 to 112 were prepared under both slurry and Proctor compaction conditions, and then subjected to drying–wetting paths with suction controlled from several kPa to several hundreds of MPa. Experimental results are presented in five diagrams to show globally and simultaneously the shrinkage–swelling, saturation–desaturation and water retention characteristics. A reasonable consistency was observed between the oedometric and drying curves of slurry, confirming the equivalence between hydraulic loading (suction) and mechanical loading (consolidation stress) on the volume change behaviour of different soils. As an intrinsic parameter of soil nature, liquid limit was found to have a significant influence on the shrinkage limit, air-entry suction and compressibility of both slurry and compacted samples. For that reason, correlations between these characteristics and liquid limit were set up, providing a good basis for a first estimation of the drying–wetting curves. At the micro-scale, new experimental results were obtained: either on drying or wetting path, the micro-pores were almost unaffected, whereas, when matrix suction increased from 0.1 to 8 MPa, the volume of macro-pores decreased to quasi-closure. At last, the analogy between the compaction and drying–wetting curves, and the comparison of different methods to determine the water retention curve were addressed. Such analogies and comparisons contribute to a better understanding of the mechanisms of mechanical stress and suction. 相似文献
14.
主应力轴旋转对压实黄土动变形特性的影响 总被引：2，自引：0，他引：2
实际工程中的地基或路基的土体往往处于复杂初始应力状态,在地震或其他动荷载的作用下会出现变形和沉降,而常规的室内土工试验无法真实再现这种固结应力条件下土的动力特性。通过对原有的DTC-199型周期扭转荷载三轴仪进行简单的改造后可进行土体在主应力轴发生旋转时的压实黄土动变形的试验研究。结果表明,在其他固结条件不变的情况下,初始主应力方向角α对压实黄土的动剪切模量有一定的影响,随着α的增加,动剪切模量有减小的趋势,最大动剪应力也逐渐减小,但是α对最大动剪切模量的影响不太显著。初始主应力方向角α对压实黄土的阻尼比基本没有影响,在λ-lgγd的半对数坐标图中,阻尼比随动剪应变的增加有逐渐增大的趋势,并且表现出较好的相关性。 相似文献
15.
根据强夯的特点,采用同时考虑几何非线性、材料非线性、状态非线性,并且考虑瞬态大变形的非线性动态显式有限元,分析了强夯对地基土的冲击碰撞过程。该方法克服了以往有限元计算强夯动力问题时需再引入其他的简化假定的已知量,能较实际地反映强夯加固的动力特性。通过对工程实例计算研究,取得了令人满意的效果。 相似文献
16.
为了研究花岗岩残积土的路用工程特性,通过击实试验、承载比CBR试验、固结试验以及室内基床系数试验分析了该类材料压实性能及基本力学特性,对压实度为92%的最优含水率和饱和压实土样进行了循环加载试验,研究了动力荷载作用下土体的变形特性。结果表明,花岗岩残积土在K为91%～97%时压实功效率较高,提高压实度对于增强土体局部抗变形能力较为有效;采用室内三轴法得到的基床系数K30值为188.25 MPa/m;最优含水率下花岗岩残积土动力变形稳定性较好,但含水率增加会大幅度增加土体塑性变形,降低土的动弹性模量,不利于变形稳定。所以作为路堤填料,应考虑作为受气候与动荷载影响较小的下路堤备用填料,作为铁路路堤本体及公路上、下路路床填料,应在进行土性改良且满足要求的论证基础上取舍。研究成果可为花岗岩残积土填料的工程应用及土体改良提供技术参考。 相似文献
17.
土结构性对天然软黏土压缩特性的影响 总被引：1，自引：0，他引：1
天然软黏土普遍受到土结构性的影响,明确结构性对软黏土压缩特性的影响机制显得尤为重要。对两个天然软黏土原状样进行室内一维固结试验,得到的压缩曲线与已有文献中搜集的39个原状样压缩曲线进行比较。压缩曲线在对数坐标下均呈现倒S形,并存在明显的结构屈服压力。采用双对数坐标处理后,压缩曲线可由双直线较好地表示,易于确定固结屈服压力。41个原状样屈服后的压缩指数和屈服点含水率之间的定量关系,与基于重塑土定量公式计算的压缩指数与固结屈服压力下重塑土含水率的定量关系相一致。对比结果表明：天然软黏土屈服后的压缩特性取决于屈服时的含水率,而与土结构性无关,解释了天然土压缩曲线位于重塑土上方是由于对应屈服点含水率不同而引起的。 相似文献
18.
强结构性天然沉积土的强度变形特性 总被引：4，自引：2，他引：2
广泛分布在日本大分县的天然硅藻土是一种令人惊奇的具有正常固结历史的天然沉积结构土,其含水量如豆腐,却硬如石头。由于具有强结构性,其土样不会受到取样及成形过程的扰动影响,能够在室内对其天然状态进行力学性状研究,是一种难得的天然沉积结构性土。采用最大压力达10 MPa的高压三轴仪对天然沉积硅藻土进行试验,以探讨强结构性天然沉积土的力学性状。结果表明,其固结屈服压力达到上覆压力的57倍以上,固结屈服前的压缩曲线是水平的,固结压力达到固结屈服压力时,压缩性突增。强度试验结果显示,处于固结屈服前状态的强度与应力水平无关,而处于固结屈服后状态时其强度包络线与重塑粘土同样为通过原点的直线。 相似文献
19.
针对西北地区特殊的气候条件和砾质土料源丰富的实际情况,提出采用宽级配砾质土代替黏土作为土工合成材料膨润土垫(GCls)的保护层共同构成垃圾填埋场复合防渗系统的构想。文中选取宁夏银川地区冲-洪积作用形成的天然砾质土料,经人工掺和制配成满足规范对GCls防渗垫保护层渗透系数要求的宽级配砾质土样,在实验室对该土样进行了冻融循环作用下的渗透性能试验研究。结果显示,随着冻融次数的逐渐增加,土样的冻胀率逐渐变大,渗透系数也相应增大,经过12次冻融循环后,渗透系数约增大1～2个数量级;冻融循环初期,冻融作用对土样的影响最为剧烈,随着冻融循环次数的增加以及时间的延续,土样性状逐渐趋于稳定。由于宽级配砾质土对冻融循环作用的敏感性小于粉质黏性土,故采用宽级配砾质土作为Cls/GM的保护层共同组成填埋场复合防渗系统是值得期待的。 相似文献
20.
Adaptive neuro-fuzzy inference system (ANFIS) and artificial neural network (ANN) models have been extensively used to predict
different soil properties in geotechnical applications. In this study, it was aimed to develop ANFIS and ANN models to predict
the unconfined compressive strength (UCS) of compacted soils. For this purpose, 84 soil samples with different grain-size
distribution compacted at optimum water content were subjected to the unconfined compressive tests to determine their UCS
values. Many of the test results (for 64 samples) were used to train the ANFIS and the ANN models, and the rest of the experimental
results (for 20 samples) were used to predict the UCS of compacted samples. To train these models, the clay content, fine
silt content, coarse silt content, fine sand content, middle sand content, coarse sand content, and gravel content of the
total soil mass were used as input data for these models. The UCS values of compacted soils were output data in these models.
The ANFIS model results were compared with those of the ANN model and it was seen that the ANFIS model results were very encouraging.
Consequently, the results of this study have important findings indicating reliable and simple prediction tools for the UCS
of compacted soils. 相似文献