Dynamic shear modulus of undisturbed soil under different consolidation ratios and its effects on surface ground motion

The dynamic shear modulus for three types of undisturbed soil under different consolidation ratios is presented by using the resonant column test method. Its effects on surface ground motion is illustrated by calculation. The test results indicate that the power function is a suitable form for describing the relationship between the ratio of the maximum dynamic shear modulus due to anisotropic and isotropic consolidations and the increment of the consolidation ratio. When compared to sand, the increment of the maximum dynamic shear modulus for undisturbed soil due to anisotropic consolidation is much larger. Using a one-dimensional equivalent linearization method, the earthquake influence factor and the characteristic period of the surface acceleration are calculated for two soil layers subjected to several typical earthquake waves. The calculated results show that the difference in nonlinear properties due to different consolidation ratios is generally not very notable, but the degree of its influence on the surface acceleration spectrum is remarkable for the occurrence of strong earthquakes. When compared to isotropic consolidation, the consideration of actual anisotropic consolidation causes the characteristic period to decrease and the earthquake influence factor to increase.

Primary and secondary consolidation compression for saturated soil considering coupling effect of loading and heating

Geotechnical engineering that relates to the energy and environmental problem is receiving more and more attention worldwide.It is of great theoretical and practical value to study the properties of soil under thermal mechanical coupling and its mathematical description.Firstly,based on the general function,a unified primary and secondary consolidation model of saturated soil considering heating temperature is deduced.Combining the existing research achievements,a practical model is obtained which comprehensively reflects the effective stress change,creep and heating effects.After that,a series of thermo-consolidation tests are carried out using a temperature controlled consolidation instrument to study the effects of effective stress,temperature and consolidation duration on saturated soils.The corresponding functional formulas and parameters are obtained thusly.On this basis,the calculation and analysis are carried out to check the reliability and applicability of the newly proposed model.The new model is simple and practical and the parameters are easy to be obtained.And it describes the main law of consolidation compression of saturated soils under the thermal mechanical coupling effect.Therefore,it is suggested for theoretical analysis of thermal geotechnical engineering problems.

Physical model investigation on effects of drainage condition and cement addition on consolidation behavior of tailings slurry within backfilled stopes

Estimation of stressses within the tailings slurry during self-weight consolidation is a critical issue for cost-effective barricade design and efficient backfill planning in underground mine stopes.This process requires a good understanding of self-weight consolidation behaviors of the tailings slurry within practical stopes,where many factors can have significant effects on the consolidation,including drainage condition and cement addition.In this paper,the prepared tailings slurry with different cement contents(0,4.76wt%,and 6.25wt%)was poured into1.2 m-high columns,which allowed three drainage scenarios(undrained,partial lateral drainage near the bottom part,and full lateral drainage boundaries)to investigate the effects of drainage condition and cement addition on the consolidation behavior of the tailings slurry.The consolidation behavior was analyzed in terms of pore water pressure(PWP),settlement,volume of drainage water,and residual water content.The results indicate that increasing the length of the drainage boundary or cement content aids in PWP dissipation.In addition,constructing an efficient drainage boundary was more favorable to PWP dissipation than increasing cement addition.The final stable PWP on the column floor was not sensitive to cement addition.The final settlement of uncemented tailings slurry was independent of drainage conditions,and that of cemented tailings slurry decreased with the increase in cement addition.Notably,more pore water can drain out from the cemented tailings slurry than the uncemented tailings slurry during consolidation.

Determination of consolidation behaviour of clay slurries

The main objective of this study was to determine the consolidation behaviour of clay slurries.A finegrained clay with high consistency limits(W_L = 180%,w_P= 120%) was investigated using conventional oedometer and bench-top centrifuge tests.Results indicated that the slurry had an apparent preconsolidation(due to initial conditions,electrochemical interactions,tortuous drainage,and thixotropic strength) from e = 5.7 to e = 5.5 followed by virgin compression.Likewise,the low hydraulic conductivity(10^(-10)-10^(-12) m/s) was due to low porosity(small pore throats) and high tortuosity(long flow paths).Unlike consolidation of soils,the c_v and m_v decreased with increasing σ' but increased with increasing e and k.The data from the two tests correlated well in the range of σ' = 10-65 kPa,e = 5.5-3.86,k= 1.7 × 10^(-10)-5×10^(-11) m/s,F_c = 1-40 MN.New equations were developed to correlate the consolidation parameters(e,σ',k) with F_c.The deviation of k beyond 40 MN(e = 4.65) was due to deviation from the initial straight line portion of the settlement curve in the centrifuge test.

Composite Consolidation Coefficient Analysis of Soft Soil with Drainage Water

The consolidation coefficient is the most basic parameter to calculate the consolidation rate of soil layer, and the horizontal consolidation coefficient controls the radial water flow into the drainage well. Based on the background of the soft soil in Shantou, Guangdong Province, a series of experimental studies on the consolidation characteristics were carried out by using the modified consolidation instrument. And the concept of the composite consolidation coefficient of the drained water body was put forward. The composite consolidation coefficient reflects the consolidation characteristics of soft soil with drainage water, The test results showed that: 1) The consolidation test with drainage plate is basically consistent with the load compression curve, but its consolidation rate is fast, which is reflected by the composite consolidation coefficient. 2) In the consolidation test of water bodies with drainage, the vertical consolidation coefficient and radial consolidation coefficient are calculated by “three-point method”, and then the composite consolidation coefficient is obtained. The composite consolidation coefficient decreases with the increase of drain spacing ratio, effective drainage diameter and drainage height, which is basically consistent with the theoretical formula. 3) The vertical consolidation coefficient and radial consolidation coefficient decrease with the increase of the diameter of the sample, and the difference is obvious when the load is large. The large-size model with a diameter of 100 mm and a height of 100 mm is about 1.35 times of the vertical consolidation coefficient of the conventional consolidation test.

Strength Model of Soda Residue Soil Considering Consolidation Stress and Structural Influence

Soda residue(SR)is a type of industrial waste produced in the soda process with the ammonia-soda method.Applying SR to backfilling solves the land occupation and environmental pollution problems in coastal areas and saves material costs for foundation engineering.The strength characteristics of soda residue soil(SRS)under different consolidation conditions are the key points to be solved in the engineering application of SRS.Triaxial compression tests were performed on the undisturbed SRS of Tianjin Port.The shear properties of SRS under different consolidation conditions were then discussed.Meanwhile,a structural strength model(SSM)based on Mohr-Coulomb theory was proposed.SSM reflects the influence of soil structure on undrained strength(Cu)and divides the Cu into the following two parts:friction strength(C_(uf))and original structural strength(C_(u0)).C_(uf)characterizes the magnitude of friction between soil particles,which is related to the consolidation stress.Meanwhile,C_(u0)represents the structural effect on soil strength,which is related to the soil deposition and consolidation processes.SSM was validated by the test data of undisturbed soils.Results reveal that the undisturbed soil generally had a certain C_(u0).Therefore,the SRS strength model was established by combining the experimental law of SRS with SSM.Error analysis shows that the SRS strength model can effectively predict the Cu of undisturbed SRS in Tianjin Port under different consolidation conditions.

Triaxial tension and compression tests on saturated lime-treated plastic clay upon consolidated undrained conditions

Lime-treatment of clayey soil significantly increases its shear and tensile strengths.Consequently,the tensile strength of lime-treated soils deserves careful investigation because it may provide an appreciable benefit for the stability of earth structures.This study investigates the tensile and shear strengths of an untreated and lime-treated(3%of lime)plastic clay at different curing times(7 d,56 d and 300 d),through triaxial tension and compression tests.Triaxial tension tests are performed using“diabolo-shaped”soil samples with reduced central section,such that the central part of the specimen can be under axial tension while both end-sections remain in axial compression.Consolidated undrained(CU)conditions with measurement of pore water pressure allow analyzing the failure conditions through effective stress and total stress approaches.The results of triaxial tension tests reveal that the failure occurs under tensile mode at low confining pressure while extensional shear failure mode is observed under higher confining pressure.Consequently,a classical Mohr-Coulomb shear failure criterion must be combined with a cut-off tensile strength criterion that is not affected by the confining pressure.When comparing shear failure under compression and tension,a slight anisotropy is observed.

Evaluation of the Effectiveness of MasonryConsolidation Treatments Based on ScratchingTomography

A challenge in the restoration of historical buildings is strengthened in order to guarantee their durability and the evaluation of the correct identification of materials which need to be the results of consolidation treatments which may be applied during their repair. Methods which make such a complex characterization possible are rare. This paper presents an investigation carried out at the University of Mons （Belgium） in collaboration with the technical support and control unit, restoration directorate, of the Walloon region, aiming to evaluate the effectiveness of consolidants used to strengthen stone masonry. The characterization of the materials is based on a novel semi-destructive scratching method which allows tomographic representation of the strength of the damaged and treated areas. This paper describes the experimental methodology and presents results from laboratory experiments as well as a case study.

A multi-stage triaxial testing procedure for low permeable geomaterials applied to Opalinus Clay

In many engineering applications,it is important to determine both effective rock properties and the rock behavior which are representative for the problem’s in situ conditions.For this purpose,rock samples are usually extracted from the ground and brought to the laboratory to perform laboratory experiments such as consolidated undrained(CU)triaxial tests.For low permeable geomaterials such as clay shales,core extraction,handling,storage,and specimen preparation can lead to a reduction in the degree of saturation and the effective stress state in the specimen prior to testing remains uncertain.Related changes in structure and the effect of capillary pressure can alter the properties of the specimen and affect the reliability of the test results.A careful testing procedure including back-saturation,consolidation and adequate shearing of the specimen,however,can overcome these issues.Although substantial effort has been devoted during the past decades to the establishment of a testing procedure for low permeable geomaterials,no consistent protocol can be found.With a special focus on CU tests on Opalinus Clay,this study gives a review of the theoretical concepts necessary for planning and validating the results during the individual testing stages(saturation,consolidation,and shearing).The discussed tests protocol is further applied to a series of specimens of Opalinus Clay to illustrate its applicability and highlight the key aspects.

ONE-WAY MULTIVARIATE REPEATED MEASUREMENTS ANALYSIS OF VARIANCE MODEL

The one-way multivariate repeated measurements analysis of variance (1-way MRM ANOVA) model for complete data and the sphericity test are studied.

On Unobservability of One-Way Speed of Light

In this paper we recall the different definitions of simultaneity, the coordinate time interval and the velocity. It is emphasized that the above second two definitions depend on the simultaneity. We review the test theories on special relativity. It is shown that anisotropy (if possible) of one-way speed of light has not any ef- fects in the physical experiments. Therefore anisotropy of one-way speed of light cannot be determined by the experiments, except if an absolute (standard) simultaneity would be found.

Onsite Testing of Ammonium Oxalate Treatment Applied to Historical Salt-Infested Limestone

Ammonium oxalate treatment, previously extensively studied on limestone in the laboratory, was applied to powdering historical stonework （limestone） situated on the shoreline in the Mediterranean Island of Malta. This paper presents the results obtained from onsite testing that aimed at evaluating the treatment in terms of its aesthetic performance, the depth of treatment, the mechanical properties of the consolidated stone and the influence on water transport. To this end, the testing program included colorimetry, DRMS （drilling resistance measurement system） and water absorption through the contact sponge method. This study is Part One of the final phase of a wider research program which included two previous phases progressing from treating this same very porous stone type in a laboratory-based controlled environment to uncontrolled site conditions, seeking to quantify this treatment＇s effectiveness in the field. Results showed that onsite consolidation was achieved and that although some changes in colour and water absorption were brought about by the treatment, these were within acceptable tolerance limits. Besides carrying out these treatments and evaluations directly on the coast, this study anticipates further studies which will look at rural and urban sites where the types and concentrations of salts are expected to be different.

连云港海相软土固结状态及地质成因

软土的固结状态是分析其沉降变形的一个重要指标。为了研究连云港海相软土的固结状态,进行了多组原位十字板剪切(FVT)试验、标准固结试验和金属基索状光缆的沉降监测。结果表明:由于表层作用,导致浅部和深部软土显示出不同的固结状态,固结状态存在一个临界深度(5~6 m)。原位土抗剪强度与埋深的拟合曲线表明视超固结比(OCR_(1))大于1,但这包含了土体结构强度,不能反映土体在地质历史上曾经受过的最大有效应力,临界深度(5m)以上OCR_(1)平均值为1.74,临界深度以下OCR_1平均值为1.01,整体均为轻微超固结土。基于标准固结试验,采用塑状样试验数据计算临界深度以下软土超固结比(OCR_(2)),OCR_(2)小于1,表明其为欠固结土,在地质历史上所遭受的最大有效应力小于现在土体上覆有效应力。FVT试验得出的OCR_(1)值大于标准固结试验得出的OCR_(1),这与室内试验样的扰动和土体应力状态的改变有关,基于室内压缩试验的数据会低估OCR_(1)。基于金属基索状光缆的软土沉降监测数据在深度上的分布规律与软土OCR_(1)分布规律基本一致,OCR_(1)虽不是真正的超固结比,但这一指标直接与工程建设有关。

利用原位测试试验确定黄河口潮滩粉质土固结状态研究

黄河口泥沙快速堆积在河口一带,在波浪和潮波作用下,表层沉积物处于超固结状态,但试验中发现采用Casagrande作图法求取的黄河口粉质土先期固结压力往往偏大。为了了解黄河口粉质土固结状态、合理估算先期固结压力,在黄河口刁口流路三角洲叶瓣潮坪上,现场取土在试坑内配置了模拟黄河口快速沉积形成的流体状堆积物,利用原位测试手段(静力触探、十字板剪切试验和孔隙水压力测试),并在长期观测基础上,对比研究了1.0 m深度范围内试坑和潮滩原状土体固结过程及固结状态。研究发现:黄河口快速沉积粉质土在自重作用下固结很快,固结完成后,土体强度随时间发展呈现不均匀增长,沿深度方向从上到下出现高-低-次高不均匀固结特征;历经16个月后,试坑和潮滩原状土体先期固结压力进一步提高,固结不均匀性和结构性不断增强。从试坑土体自重固结完成后的实际固结状态及原状土体物理性质指标来看,Casagrande作图法结果偏大,采用静力触探比贯入阻力法、十字板剪切试验不排水抗剪强度经验公式法估算的试坑和潮滩原状土体先期固结压力数值更为可靠;同时该方法为土体固结状态研究提供了新途径。

径向固结系数计算方法与试验验证研究

基于Terzaghi-Rendulic的轴对称固结理论,提出了一种径向固结系数计算公式,采用GDS固结试验验证该公式的有效性。首先,利用径向固结度和时间因子的关系,推导出径向固结系数的计算公式。然后,采用GDS固结试验系统,开展了不同固结压力下的径向排水固结试验,得到位移~时间曲线。最后,利用提出的公式计算出各级固结压力下的径向固结系数,并将理论解答与试验数据进行了对比。结果表明,提出的计算方法是可行的,能够实现对径向排水固结的试样位移随时间变化关系进行较为准确的预测。

磷石膏动模量及阻尼比试验研究

近年来,磷石膏废渣的生产和堆积迅速增长,给库区安全以及环境带来不小的隐患。该文利用英国GDS公司的GDS-DYNTTS型微机控制振动三轴试验系统,对杨家箐磷石膏堆场库区不同取土深度下的磷石膏废渣进行动力特性试验,主要针对其在围压较大、偏压固结条件下的动弹性模量E_(d)、阻尼比λ进行较详细的研究。试验结果表明:密度相同条件下,动弹性模量随着固结比和围压的增加而变大,且在动应变ε_(d)增长初期曲线变化率不大,ε_(d)超过0.01%后动弹性模量会迅速减小,再逐渐趋于平缓;利用Kondner模型发现最大动弹性模量倒数和动应变的曲线呈较好的线性关系;对动模量比(E_(d)/E_(d0))曲线进行归一化分析,可以得出动模量与动应变的变化趋势,并且根据Darendeli模型对磷石膏动模量比的衰变阶段进行划分;利用最小二乘法对阻尼比与动弹性模量比λ-Ed/Ed0分布进行拟合,得到归一性较好的经验模型曲线。

SHANSEP试验方法改进与验证

为满足工程实际需要,对SHANSEP试验方法加以改进,将淤泥固结至远大于其前期固结压力后,再逐级卸载以模拟超固结黏土,在不同的超固结比下进行了三轴固结不排水试验。试验表明:等向固结的三轴试验,也能较好地拟合出超固结土不排水强度与正常固结土强度、超固结比之间的关系式;提出了工程地区超固结土不排水强度公式,可推算不同超固结比下的土体强度;通过本次试验中对加荷方式的改进与拓宽,取代了原有k0固结或单剪仪的要求,提高了试验效率、节约成本,且该方法可推广使用到更多土类上,对研究超固结土的性质有一定工程实用意义。

聚丙烯纤维增强橡胶砂固结不排水剪切试验

鉴于橡胶砂作为回填材料时承载力低和变形量大的问题,采用加入聚丙烯纤维(PPF)的方法提高橡胶砂的力学性能,提出了聚丙烯纤维增强橡胶砂的半干拌式制备方法,通过48组聚丙烯纤维增强橡胶砂、普通橡胶砂和纯砂试样的固结不排水剪切试验,探究了聚丙烯纤维掺量和橡胶掺量等参数对聚丙烯纤维增强橡胶砂主要力学变形特征参数的影响.结果表明:聚丙烯纤维对橡胶砂弹性模量的影响较小;聚丙烯纤维增强橡胶砂具有先剪缩后剪胀破坏的特征,其偏应力与轴向应变关系为应变硬化型;聚丙烯纤维可有效提高橡胶砂的内摩擦角和黏聚力;聚丙烯纤维增强橡胶砂破坏偏应力的提升效果十分显著,最高可提高3倍.

不同加卸载路径下灵敏性粉土的变形特性

山西汾河中游一级阶地的施工中发现,饱和粉土地基受扰动后会产生很大的附加沉降,且迟迟不能稳定,表现出灵敏性。基于一维固结蠕变试验研究不同的加卸载路径对灵敏性粉土变形特性的影响,结果表明:加卸载路径和加卸荷比是影响压缩曲线的重要因素;压缩曲线在出现转折时对应的应力为结构屈服应力;加荷比越大,同级荷载下沉降值、固结系数、次固结系数和主固结比都会增大,同时其压缩曲线越趋近于线性,特征转折点消失,但加荷比越大,可大大减少工期;预压荷载的大小和卸荷比都会影响灵敏性粉土的回弹量,预压荷载大于结构屈服应力时,卸荷比越大,回弹量越大,因此需要采取分级卸载方法减小回弹量,保证预压效果;目标荷载小于结构屈服应力时,超载预压法降低工后沉降效果显著。