Gravitational Sedimentation Behavior of Sensitive Marine Ariake Clays

It has been well documented that natural marine Ariake clays are sensitive clays. In this study, extensive data of marine Ariake clays are obtained to investigate the gravitational compression behavior for sensitive clays. Analysis results indicate that the compression behavior of remolded Ariake clays is not different from that of other remolded/reconstituted soils. But natural Ariake clays do not follow the gravitational compression pattern reported by Skempton (1970) for natural sedimentary soils. At a given value of effective overburden pressure, the void ratios of natural Ariake clays are almost independent of liquid limits. Most natural Ariake clays lie above the sedimentation compression line proposed by Burland (1990). When the liquid limit is larger than 90% and the ratio of natural water content over liquid limit ranges 0.8-1.1, the natural Ariake clays lie around the sedimentation compression line. In addition, the natural Ariake clay with higher value of the ratio of natural water content over liquid limit lies above the natural Ariake clay with lower value of the ratio of natural water content over liquid limit. Salt removal is the most probable cause for such a phenomenon.     

Stress-Strain Behavior of Light-Weighted Soils

Unconfined and triaxial compression tests were carried out to examine the behavior of light-weighted soils (LWS) consisting of expanded polystyrene (EPS), dredged soils, and cement with respect to initial water content. The stress-strain behavior of LWS are analyzed with varying initial water content and silt contents of dredged soils, cement ratio, and confined stress. As initial water contents increase, the compressibility index increases and the preconsolidation pressure was vice versa. As initial water contents increase, the slope of stress-strain curve in elastic zone increases and strain rate at failure decreases and the strain rate at failure was not changed by the being of foams. As initial water contents increase, a compressive strength of LWS decreases. The decrement ratio of compressive strength of LWS with foams increases as cement content increases and initial water contents decreases. The compressive strength increases as silt contents increases.     

Consolidation and creep behaviors of two typical marine clays in China

This paper presents an experimental investigation into the deformation characteristics of two typical marine clays obtained from Dalian and Shanghai, respectively, in China. Three kinds of laboratory tests, i.e. conventional oedometer tests, one-dimensional and triaxial creep tests were carried out. The results obtained from consolidation tests demonstrate linear v e ？ log？ relationships for Shanghai clay at normally consolidated state, while partly or even global non-linearrelationships for Dalian clay. The compression index c C for both clays follows the correlation of Cc=0.009（WL-10）where WL is the liquid limit of soil. The relationship between v log Kv （ Kv is the hydraulic conductivity of soil） and voidratio e is generally linear and the hydraulic conductivity change index kv C can be described by their initial void ratio forboth clays. The secondary compressibility of Dalian clay lies in medium to high range and is higher than that of Shanghaiclay which lies in the range of low to medium. Furthermore, based on drained triaxial creep tests, the stress-strain-timerelationships following Mesri＇s creep equation have been developed for Dalian and Shanghai clays which can predict thelong-term deformation of both clays reasonably well.     

Experimental study on strength characteristics and microscopic mechanism of marine soft clays

Abstract

The effect of microstructure on shear strength of saturated marine clays was investigated by conducting a series of consolidated-drained (CD), consolidated-undrained (CU) triaxial shear tests and mercury intrusion porosimetry (MIP) tests on undisturbed and reconstitute specimens. The valuable findings from the experimental study are follows: (1) The shear strength of undisturbed specimens is lower than that of corresponding reconstituted specimens due to larger void ratio at the same confining pressure. However, undisturbed specimens have higher strength than reconstituted specimens when their void ratios are the same. (2) The main reason for the lower shear strength of reconstituted specimens with the same void ratio as undisturbed specimens is that more volume of inter-aggregate pores exists in the reconstituted specimens according to the MIP test results. And the difference in shear strength between undisturbed and reconstituted specimens is mainly caused by the difference in soil fabric. (3) The shear test results dealt with a reference void ratio, as a fabric index, show that there is a unique linear relation between strength and void ratio at failure to the reference void ratio. Moreover, the linear relation is suitable for other marine clays from the literature. Therefore, the reference void ratio can be used as a soil fabric index to normalize the strength characteristics of marine soft clays.     

Mechanical Characteristics of Light-Weighted Soils Using Dredged Materials

This study investigates the mechanical characteristics of light-weighted soils (LWS) consisting of expanded polystyrene (EPS), dredged clays, and cement through both unconfined and triaxial compression tests. The mechanical characteristics of the compressive strength of LWS are analyzed with varying initial water contents of dredged clays, EPS ratio, cement ratio, and curing pressure. In the triaxial compression test, it is found that the compressive strength of LWS associated with EPS is independent on the effective confining pressure. When both EPS ratio is less than 2% and cement ratio is more than 2%, the compressive strength rapidly decreases after the ultimate value. This signifies that the compressive strength-strain behavior is quite similar to that of the cemented soil. The ground improved by LWS has the compressive strength of 200 kPa associated with the optimized EPS ratio of 3-4% and initial water content of 165-175%. The ultimate compressive strength under both triaxial and unconfined compression tests is almost constant for a cement ratio of up to 2%.     

Mechanical Characteristics of Light-Weighted Soils Using Dredged Materials

This study investigates the mechanical characteristics of light-weighted soils (LWS) consisting of expanded polystyrene (EPS), dredged clays, and cement through both unconfined and triaxial compression tests. The mechanical characteristics of the compressive strength of LWS are analyzed with varying initial water contents of dredged clays, EPS ratio, cement ratio, and curing pressure. In the triaxial compression test, it is found that the compressive strength of LWS associated with EPS is independent on the effective confining pressure. When both EPS ratio is less than 2% and cement ratio is more than 2%, the compressive strength rapidly decreases after the ultimate value. This signifies that the compressive strength-strain behavior is quite similar to that of the cemented soil. The ground improved by LWS has the compressive strength of 200 kPa associated with the optimized EPS ratio of 3–4% and initial water content of 165–175%. The ultimate compressive strength under both triaxial and unconfined compression tests is almost constant for a cement ratio of up to 2%.     

On the compression behavior of remolded cement-admixed soft clay

Although extensive research has been performed on the mechanical properties of cement-stabilized clays, quite a few attempts have been made on the compression behavior of remolded cement-admixed clays. The results from oedometer tests have been discussed to investigate the compressibility of remolded cement-admixed clays, taking into consideration cement amount and curing time. The findings show that the difference in shape and position of compression curves is attributed to cement amount and curing time. Most compression index (C_c) values of remolded cement-admixed clays are greater than those of untreated clay due to the presence of remolded yield stress σ′_yr that is closely related to initial water content and clay fabric. Based on the obtained test data, the relationships of C_c vs. e₀, C_c vs. w₀, C_c vs. e₁, C_c vs. e_yr, and σ′_yr vs. e_yr are preliminarily discussed and quantitatively established. Especially, an important divergence of void index I_v at effective stress σ′_v less than remolded yield stress σ′_yr can be observed at different cement amounts and curing durations. Being independent on cement amount, curing time, and initial state of soil, an excellent convergence occurs at stress σ′_v greater than yield stress σ′_yr. The normalized compression curves of I_v vs. σ′_v at σ′_v?>?σ′_y can be expressed by a unique line that agrees well with intrinsic compression line (ICL) and extended ICL.     

A simple experimental method to regain the mechanical behavior of naturally structured marine clays

Quantitative laboratory studies on the structural behavior of natural intact marine clays require a large number of identical natural samples leading to an expensive and challenging task. This study proposes a simple method to reconstruct an artificial structured marine clay as the state of its natural intact clay at both macro and micro levels. For this purpose, the Shanghai marine clay is selected and mixed with low cement contents (1–6%). The clay-cement slurry is mixed in a container with the ice-covered sides at a low temperature about 0 ± 2 °C to postpone the hydration reactions until consolidation began. The purpose of adding cement is to generate the inter-particle bonding and structure in reconstituted samples. Initially, the reconstituted samples are consolidated under the in situ stress of 98 kPa and then under the pre-consolidation pressure of 50 kPa. Mechanical characteristics such as compression index, yield stress, unconfined compression strength, shear strength ratio, and the stress paths from triaxial tests are compared with natural intact clay accordingly. Scanning electron microscope and mercury intrusion porosimetry analyses are also performed to analyze the microstructure of clays for comparison. Furthermore, the proposed method is also examined by using natural intact marine clays of different locations and characteristics.     

Gravitational Sedimentation Behavior of Sensitive Marine Ariake Clays

It has been well documented that natural marine Ariake clays are sensitive clays. In this study, extensive data of marine Ariake clays are obtained to investigate the gravitational compression behavior for sensitive clays. Analysis results indicate that the compression behavior of remolded Ariake clays is not different from that of other remolded/reconstituted soils. But natural Ariake clays do not follow the gravitational compression pattern reported by Skempton (1970) Skempton, A. W. 1970. “The consolidation of clays by gravitational compaction”. In Q. J. Geol. Soc 373–411.  [Google Scholar] for natural sedimentary soils. At a given value of effective overburden pressure, the void ratios of natural Ariake clays are almost independent of liquid limits. Most natural Ariake clays lie above the sedimentation compression line proposed by Burland (1990) Burland, J. B. 1990. On the compressibility and shear strength of natural clays. Gèotechnique, 40: 329–378. [Crossref], [Web of Science ®] , [Google Scholar]. When the liquid limit is larger than 90% and the ratio of natural water content over liquid limit ranges 0.8–1.1, the natural Ariake clays lie around the sedimentation compression line. In addition, the natural Ariake clay with higher value of the ratio of natural water content over liquid limit lies above the natural Ariake clay with lower value of the ratio of natural water content over liquid limit. Salt removal is the most probable cause for such a phenomenon.     

Experimental study on recycling dredged marine sediment and phosphate tailing to produce earth fill

Environmental friendly earth fill was produced by recycling dredged marine sediment and phosphate tailing. The properties of the marine sediment and tailing were tested. Composite soil samples of different mix ratios were prepared. The optimum moisture contents, basic physical properties, compression characteristics, and shear strength characteristics under the optimum moisture contents were tested and analyzed. The results indicated that the optimum moisture content decreases with increasing phosphorus tailing content and that composite soil is preferable over both marine sediment and phosphate tailing because of its higher dry density, lower compressibility, and higher shear strength. When the phosphorus tailing content is in 50–65%, the dry density is maximized and the void ratio is minimized, indicating the best ratio. The coefficient of compressibility is in 0.07–0.12?MPa^?1. When the phosphorus tailing content is 50%, the compression index and coefficient of compressibility are minimized, whereas cohesion is maximized. The internal friction angle increases with increasing phosphorus tailing content. The optimum phosphorus tailing content is 50%; at this phosphorus tailing content, the compacted composite soil can be reutilized as good earth fill. The results demonstrate the properties and optimal conditions of composite soil composed of mud and silty sand.     

An extended modified cam clay model for improved accuracy at low and high-end stress levels

Abstract

The Modified Cam Clay (MCC) model is extended based on S-shaped compression so that the quantitative inaccuracies and the qualitative errors of the model associated with both low and high stress levels can be removed. The following modifications are made: (i) a material constant r, the spacing ratio, is introduced; (ii) the yield surface is modified for r?≠?2; and (iii) the ratio of the elastic compression index to the virgin compression index is assumed to be constant. The compression and shearing behavior of reconstituted clays for p′ < ∝ can be successfully described. Following the same method, the proposed complete S-shaped compression curve can be implemented to many existing models, removing errors of the models at the extremities of stress level and improving the performance of the models for different stress levels with one set of values of the model parameters.     

Critical State Sedimentation Line of Soft Marine Clays

The compression behavior responsible for unity sensitivity is very valuable in quantitative assessment of the effects of soil structure on the compression behavior of soft marine sediments. However, the quantitative assessment of such effects is not possible because of unavailability of the formula for the compression curve of marine sediments responsible for unit sensitivity. In this study, the relationship between the remolded state and the conventional critical state line is presented in the deviator stress versus mean effective stress plot. The analysis indicates that the remolded state is on the conventional critical state line obtained at a relatively small strain. Thus, a unique critical state sedimentation line for marine sediments of unit sensitivity is proposed. The comparison between the critical state sedimentation line proposed in this study and the existing normalized consolidation curves obtained from conventional oedometer tests on remolded soils or reconstituted soils explains well the     

浙闽近岸与南黄海中部沉积物物理力学性质的差异性分析

本文对浙闽近岸和南黄海中部泥质区沉积物的物理力学性质,分别从基本物理性质、水理性质及力学性质进行对比分析,发现两个区域沉积物均以淤泥为主,含水率与密度、压缩系数与压缩模量均呈良好的幂函数负相关性,液限与塑限呈良好的幂函数正相关性,含水率与孔隙比呈较好的线性正相关,十字板剪切强度与微型贯入阻力呈较好的多项式函数关系。总体来说,南黄海中部泥质区沉积物相对于浙闽近岸泥质区沉积物具有含水率高、孔隙比大、密度小、塑性高,压缩性大,抗剪强度低等特征。从地形特征、物质来源、水动力条件、沉积速率和物质组成等方面进行两个区域沉积物物理力学性质差异性的成因分析。结果显示,与浙闽近岸相比,南黄海中部离陆较远、地势低洼、水动力条件较弱,能够扩散至此的物质较少并以极细的粘粒物质为主,沉积物中的蒙脱石和有机质含量高。这些因素使得南黄海中部沉积物的含水率高,塑性大,密度低,强度低。     

Experimental Evaluation of Leaching Effects on the Compressibility of Marine Clay and its Strain Rate Dependency

This study investigated how leaching affects compressibility behavior of marine clay and its strain rate dependency based on laboratory tests using three pairs of specimens. Each pair of specimens consisted of leached and unleached samples with identical geotechnical properties except soil salinity. The behavior characteristics of the leached and unleached specimens were evaluated using several series of constant rate-of-strain (CRS) tests with differing strain rates. The results revealed that the compressibility of leached clay increased as its salinity decreased. However, void ratio, Atterberg limits, and preconsolidation pressure in leached samples were lower than those in unleached clay. The increased compressibility and decreased preconsolidation pressure may be induced from a weakening of the interparticle bonds in the leached soil skeleton. The CRS test results with differing strain rates revealed that higher strain rates corresponded with higher levels of effective stress and higher apparent preconsolidation pressure in both leached and unleached clays.     

Deep-Sea Sediment Compression Curves: Some Controlling Factors, Spurious Overconsolidation, Predictions, and Geophysical Reproduction

Oedometer tests have been carried out on 70 undisturbed surficial clays (at approximately 250 mm below the mudline), mostly collected by free-fall corers from sites widely scattered throughout the deep-sea North Atlantic. Acoustic measurements were also made, initially on contiguous samples and ultimately on the same sample using a geophysically instrumented oedometer which also collected electrical resistivity data. Apart from those quiescent areas below the carbonate compensation depth, such as north of the West Indies where very fine clays exist, most of the samples are silty clays whose geotechnical-geophysical properties are dependent on the type of clay minerals present (and their ability to take in moisture), the sand-size fraction, and the quantity of carbonate present. Thus the pure clays have high compressibilities which decrease on the addition of coarse particles, while the converse is true for the acoustic parameters, these increasing with the sand fraction. Using the notion of the intrinsic compression line for all samples, and comparison to it of the measured compression curves, it is clear that, contrary to some previously held ideas, most deep-sea clays are normally consolidated; the addition of carbonate has the effect of creating an open, stronger sediment skeleton. Interestingly, where information is available, the variation with depth of a sample's acoustic velocity follows the void ratio pressure relationship of the compression curve. This allows the construction of an in-situ sediment compression curve using the in-situ geophysical observations.     

Deep-Sea Sediment Compression Curves: Some Controlling Factors,Spurious Overconsolidation,Predictions, and Geophysical Reproduction

Oedometer tests have been carried out on 70 undisturbed surficial clays (at approximately 250 mm below the mudline), mostly collected by free-fall corers from sites widely scattered throughout the deep-sea North Atlantic. Acoustic measurements were also made, initially on contiguous samples and ultimately on the same sample using a geophysically instrumented oedometer which also collected electrical resistivity data. Apart from those quiescent areas below the carbonate compensation depth, such as north of the West Indies where very fine clays exist, most of the samples are silty clays whose geotechnical-geophysical properties are dependent on the type of clay minerals present (and their ability to take in moisture), the sand-size fraction, and the quantity of carbonate present. Thus the pure clays have high compressibilities which decrease on the addition of coarse particles, while the converse is true for the acoustic parameters, these increasing with the sand fraction. Using the notion of the intrinsic compression line for all samples, and comparison to it of the measured compression curves, it is clear that, contrary to some previously held ideas, most deep-sea clays are normally consolidated; the addition of carbonate has the effect of creating an open, stronger sediment skeleton. Interestingly, where information is available, the variation with depth of a sample's acoustic velocity follows the void ratio pressure relationship of the compression curve. This allows the construction of an in-situ sediment compression curve using the in-situ geophysical observations.     

Consolidation Properties and In-Situ Stress of the Marine Clay in Southern Korea

A very soft ground constructed by dredging and hydraulic fill has characteristics such as high water content, high initial void ratio, and very little effective stress. Estimating, with thorough considerations about consolidation properties and the initial stress associated with each layer's distinctive stress history, is essential in order to predict a reasonable consolidation settlement of soft ground. By investigating a construction project for national industrial complexes at a coastal area in southern Korea that experienced reclamation and ground improvement adapting PVD, various laboratory tests to find consolidation properties were performed with undisturbed samples collected from the entire depth of the marine clay fill layer and original clay layer. Through the investigation, this report suggests relationships of heterogeneity of permeability in both vertical and horizontal directions, void ratio-effective stress, and void ratio-permeability. Considering the fact that the original clay layer was under the process of consolidation by load due to hydraulic fill from the top, estimating the appropriate initial stress of each layer is critical to predict the future process of consolidation settlement determined by time. In order to obtain the initial stresses of two layers with different stress histories related to consolidation, cone penetration and dissipation tests were conducted.     

Secondary Compression Features of Jiangsu Soft Marine Clay

The results of one-dimensional compression tests conducted on undisturbed specimens of Jiangsu soft marine clay is presented. Because of its high in situ void ratios and natural water content, Jiangsu soft marine clay displays high values of both the virgin compression index, C_c, and the secondary compression coefficient, C_α. The laboratory data indicates that the value of the ratio C_α/C_c for Jiangsu soft marine clay is constant. However, neither C_α nor C_c are constant: they both depend upon the natural water content (or void ratio) and thus are also dependent on the deformation (or compression) of Jiangsu soft marine clay. Settlement analyses show that the secondary settlement of Jiangsu soft marine clay is a significant component of the field settlement. The concept of a constant value for C_α/C_c is used to predict the secondary settlement of a surcharged embankment founded upon Jiangsu soft marine clay. The predictions are in agreement with the limited post-construction field measurements of the embankment settlement.     

Enhancing the mechanical properties of marine clay using cement solidification

Abstract

The use of soft clay and dredged marine clays as the construction material is challenging. This is because the high water content, high compressibility and low permeability of the clay causing the instability of ground and structure. This detrimental effect of soft clay can be improved by the cement solidification process, which is relatively cheap and efficient. This paper mainly focuses on the study of improvement on the mechanical behavior of cement mixed marine clay. The soil is reconstituted by using ordinary Portland cement of 5%, 10%, 15% and 20% by its mass. The study reveals that cementation of clay significantly improves the peak and residual strength of soil. Similarly, the primary yield stress of the soil is also improved from 16 to 275?kPa as cement content increases from 5% to 20%, respectively. By using statistical tools, the relationships between various parameters are established, which are very important to define the mechanical behavior of the clay. This study reveals that the yield surface of the solidified marine clay is not a smooth elliptical surface. Rather it is composed of two linear surfaces followed by a log-linear surface which can be modeled by using simple parameters obtained from triaxial tests.