scholarly journals Relationship between consistency parameters and granulation of fen soils

2013 ◽  
Vol 12 (3) ◽  
pp. 121-128
Author(s):  
Krzysztof Wilk
Keyword(s):  
Complex Analysis ◽  
Linear Equations ◽  
Clay Fraction ◽  
Building Design ◽  
Liquid Limit ◽  
Soil Parameters ◽  
Geotechnical Parameters ◽  
Substrate Quality ◽  
Liquidity Index ◽  
Clay Fraction Content

Determination of bearing capacity requires knowledge of the ground strength parameters. The best way to appreciate soil properties is the use of the direct research methods. In the case of less responsible buildings, projected on the simple ground structure, it often seems reasonable to adopt conservative soil parameters without performing a complex analysis. The base for determination the values of the geotechnical parameters is the estimation based on the correlation between the mechanical and geotechnical parameters of soil. It is important not only for the new building design, but also to facilitate the verification of the substrate quality during the execution of the work. This paper presents the relationship between granulation (clay fraction content) and soil consistency parameters (plastic limit, liquid limit, plasticity index and liquidity index). The analyzed values are determined as a result of alluvial ground studies. These soils were consequent upon the accumulation of river. The founded relationships were described by linear equations and were compared with the results presented in the geotechnical literature. These comparisons often show a significant effect of regional ground forming  conditions on the parameters of consistency.

Geostatistical analysis of the influence of textural, mineralogical and geochemical parameters on the geotechnical behaviour of the ‘Argilas de Aveiro’ Formation (Portugal)

Clay Minerals ◽  
1999 ◽  
Vol 34 (1) ◽  
pp. 109-116 ◽  
Author(s):  
C. Galhano ◽  
F. Rocha ◽  
C. Gomes
Keyword(s):  
Upper Cretaceous ◽  
Clay Fraction ◽  
Geostatistical Analysis ◽  
Plasticity Index ◽  
Chemical Parameters ◽  
Geotechnical Parameters ◽  
Composition Control ◽  
Geochemical Parameters ◽  
Mineral Assemblages ◽  
Clay Fraction Content

AbstractTextural, mineralogical and chemical parameters of clays belonging to the Upper Cretaceous ‘Argilas de Aveiro’ formation were determined and correlated, using geostatistical analysis, with some relevant geotechnical parameters. The data obtained made it possible to subdivide the region under study into distinctive sectors on the basis of geotechnical behaviour. Clay fraction content and composition control geotechnical parameters such as the expandability and the Atterberg plastic and liquid limits. A positive correlation was found between both expandability and the Atterberg plasticity index values and the total phyllosilicates, smectite, MgO and Al2O3. However, Atterberg plasticity index values were relatively independent of the diverse clay mineral assemblages.

Spectral analysis of M/G/1 and G/M/1 type Markov chains

1996 ◽  
Vol 28 (01) ◽  
pp. 114-165 ◽  
Author(s):  
H. R. Gail ◽  
S. L. Hantler ◽  
B. A. Taylor
Keyword(s):  
Markov Chains ◽  
Generating Functions ◽  
Complex Analysis ◽  
Linear Equations ◽  
Sufficient Conditions ◽  
Equilibrium Analysis ◽  
Transform Method ◽  
Technical Problems ◽  
The Matrix ◽  
Transient Case

When analyzing the equilibrium behavior of M/G/1 type Markov chains by transform methods, restrictive hypotheses are often made to avoid technical problems that arise in applying results from complex analysis and linear algebra. It is shown that such restrictive assumptions are unnecessary, and an analysis of these chains using generating functions is given under only the natural hypotheses that first moments (or second moments in the null recurrent case) exist. The key to the analysis is the identification of an important subspace of the space of bounded solutions of the system of homogeneous vector-valued Wiener–Hopf equations associated with the chain. In particular, the linear equations in the boundary probabilities obtained from the transform method are shown to correspond to a spectral basis of the shift operator on this subspace. Necessary and sufficient conditions under which the chain is ergodic, null recurrent or transient are derived in terms of properties of the matrix-valued generating functions determined by transitions of the Markov chain. In the transient case, the Martin exit boundary is identified and shown to be associated with certain eigenvalues and vectors of one of these generating functions. An equilibrium analysis of the class of G/M/1 type Markov chains by similar methods is also presented.

Analysis of Tyrrell Sea Deposits from the Vicinity of the Victor Diamond Mine: Comparison of Three North American Clay Deposits

2018 ◽  
Author(s):  
Jean Holloway
Keyword(s):  
Hydraulic Conductivity ◽  
Clay Fraction ◽  
Liquid Limit ◽  
Open Pit ◽  
Open Pit Mining ◽  
High Plasticity ◽  
Lake Agassiz ◽  
Clay Deposits ◽  
De Beers ◽  
Limestone Aquifers

he De Beers Victor Mine is an open pit diamond mine, and is located in the James Bay lowlands. The lowlands are characterized by extensive peatlands overlying Tyrell Sea sediments. One of the potential impacts of open pit mining, and the focus of the current work, is the potential for differential subsistence in the Tyrell Sea sediments owing to continuous groundwater withdrawal from the underlying limestone aquifers. To fully understand the potential effects of subsistence, a better understanding of the nature and properties of the Tyrell Sea sediments is needed. This will be achieved by analyzing various properties of samples collected from the Victor Diamond Mine, and comparing those properties with values from Lake Agassiz sediments and Bearpaw Shale. Properties such as hydraulic conductivity, grain size, plastic and liquid limit, and mineralogy will be compared. It is expected that the samples from the Victor Mine are a rock flour dominated by clay fraction, composed mostly of finely ground carbonates. The sediments are expected to have high plasticity, low hydraulic conductivity, and moisture content too low for that of true clay.

scholarly journals Spotted Hyena Optimizer and Ant Lion Optimization in Predicting the Shear Strength of Soil

2019 ◽  
Vol 9 (22) ◽  
pp. 4738 ◽  
Author(s):  
Moayedi ◽  
Bui ◽  
Anastasios ◽  
Kalantar
Keyword(s):  
Shear Strength ◽  
Liquid Limit ◽  
Spotted Hyena ◽  
Key Factors ◽  
Ant Lion Optimization ◽  
Liquidity Index ◽  
Ant Lion ◽  
Artificial Neural Network Ann ◽  
Metaheuristic Techniques ◽  
Clay Percentage

Two novel hybrid predictors are suggested as the combination of artificial neural network (ANN), coupled with spotted hyena optimizer (SHO) and ant lion optimization (ALO) metaheuristic techniques, to simulate soil shear strength (SSS). These algorithms were applied to the ANN for counteracting the computational drawbacks of this model. As a function of ten key factors of the soil (including depth of the sample, percentage of sand, percentage of loam, percentage of clay, percentage of moisture content, wet density, liquid limit, plastic limit, plastic Index, and liquidity index), the SSS was considered as the response variable. Followed by development of the ALO–ANN and SHO–ANN ensembles, the best-fitted structures were determined by a trial and error process. The results demonstrated the efficiency of both applied algorithms, as the prediction error of the ANN was reduced by around 35% and 18% by the ALO and SHO, respectively. A comparison between the results revealed that the ALO–ANN (Error = 0.0619 and Correlation = 0.9348) performs more efficiently than the SHO–ANN (Error = 0.0874 and Correlation = 0.8866). Finally, an SSS predictive formula is presented for use as an alternative to the difficult traditional methods.

scholarly journals Numerical analysis of settlement of a high-rise building using two constitutive soil models

2019 ◽  
Vol 262 ◽  
pp. 04002
Author(s):  
Leszek Chomacki
Keyword(s):  
Numerical Analysis ◽  
Constitutive Models ◽  
Soil Parameters ◽  
Geotechnical Parameters ◽  
High Rise ◽  
High Rise Building ◽  
Perfectly Plastic ◽  
Calculation Process ◽  
Elastic Perfectly Plastic ◽  
Key Parameter

One of the basic roles of foundations is to safely transfer loads from the structure to the subsoil in a controlled manner. Often a key parameter in deciding whether the foundation was designed correctly is the value of settlement of the building and the ground around it. This paper attempts to numerically reproduce the measured settlement of a high-rise building using geotechnical parameters already available. For this purpose, numerical calculations were carried out using two constitutive soil models: the elastic-perfectly plastic model with Mohr-Coulomb plastic criteria (MC) model and the Hardening Soil (HS) model. The resulting settlement values were compared with surveying measurements taken during and after the building’s construction. In the summary the results obtained with the use of different constitutive models, the calculation process and the adopted soil parameters are analysed and discussed.

The correlation of index properties with some basic engineering properties of soils

1978 ◽  
Vol 15 (2) ◽  
pp. 137-145 ◽  
Author(s):  
C. P. Wroth ◽  
D. M. Wood
Keyword(s):  
Soil Mechanics ◽  
Liquid Limit ◽  
Engineering Properties ◽  
Cone Penetrometer ◽  
Plastic Limit ◽  
The North ◽  
The United Kingdom ◽  
Liquidity Index ◽  
Remoulded Soil ◽  
The North Sea

Experimental evidence is produced to show that it is reasonable to assign a unique strength to all soils when at their respective liquid limits, and to redefine the plastic limit as the water content at which the strength is 100 times that at the liquid limit. Combining these assumptions with ideas of critical state soil mechanics it is then possible to relate the compression index of the remoulded soil to its plasticity index, and to suggest a unique relation between remoulded strength and liquidity index, irrespective of actual values of liquid and plastic limits. Field data from the Gulf of Mexico and from the North Sea are presented in support of these relations. The predictions of strength are best for overconsolidated clays, having water contents near the plastic limit.Recently in the United Kingdom the cone penetrometer has become the recommended test for determination of the liquid limit, in preference to the Casagrande test. Having redefined the plastic limit it would be logical to use the cone penetrometer to determine this too, by using cones with different weights. Experimental data are shown to illustrate and support this proposal.

scholarly journals Mineralogical composition and physical characteristics of marly soils from Heraklion Crete

2001 ◽  
Vol 34 (3) ◽  
pp. 851
Author(s):  
Α. ΤΣΙΡΑΜΠΙΔΗΣ ◽  
Θ. ΠΑΠΑΛΙΑΓΚΑΣ
Keyword(s):  
Clay Minerals ◽  
Clay Fraction ◽  
Soil Classification ◽  
Mineralogical Composition ◽  
Liquid Limit ◽  
Silty Clay ◽  
High Plasticity ◽  
Degree Of Consolidation ◽  
Very High

The mainly white-yellow marly soils studied present medium degree of consolidation and induration. The predominant grain size of the non - carbonate constituents is that of silt varying from 34 to 64%. According to the textural classification of soils of the SSDS the samples are mainly silty-clay loams with moisture capacity 30-40%. In the untreated samples in decreasing abundance the following minerals predominate: calcite (31-59%), clay minerals (20-34%) and quartz (12-20%). In the clay fraction (<2μπι) in decreasing abundance the following clay minerals (in discrete and interstratified phases) predominate: illite, smectite and vermiculite. Chlorite and kaolinite are missing. Mineralogically the marly soils are immature, because of the extended presence of Fe-Mg minerals (i.e. amphiboles, pyroxenes and clay minerals). According to the Unified Soil Classification System of the ASTM the studied marly soils mainly belong to the groups MH and CH (inorganic silts and inorganic clays respectively with high plasticity and liquid limit >50%), as well as to the group CL (inorganic clays with low plasticity and liquid limit <50%). The degree of consolidation and induration, as well as of compaction of these soils is medium. They contain significant amounts of discrete or interstratified smectite and mainly present high to very high swelling potential and activity between 0.5 and 2.0. It is concluded that specific precautions must be taken into account, when it is unavoidable the foundation of various constructions on these marly soils, because they swell and shrink extensively.

scholarly journals Development of an Artificial Intelligence Approach for Prediction of Consolidation Coefficient of Soft Soil: A Sensitivity Analysis

2019 ◽  
Vol 13 (1) ◽  
pp. 178-188 ◽  
Author(s):  
Manh Duc Nguyen ◽  
Binh Thai Pham ◽  
Tran Thi Tuyen ◽  
Hoang Phan Hai Yen ◽  
Indra Prakash ◽  
...  
Keyword(s):  
Artificial Intelligence ◽  
Soft Soil ◽  
Clay Content ◽  
Liquid Limit ◽  
Soil Parameters ◽  
Consolidation Coefficient ◽  
Soil Foundation ◽  
Soft Soil Foundation ◽  
Intelligence Approach ◽  
Artificial Intelligence Approach

Background: Consolidation coefficient (Cv) is a key parameter to forecast consolidation settlement of soft soil foundation as well as in treatment design of soft soil foundation, especially when drainage consolidation is used in foundation treatment of soft soil. Objective: In this study, the main objective is to predict accurately the consolidation coefficient (Cv) of soft soil using an artificial intelligence approach named Random Forest (RF) method. In addition, we have analyzed the sensitivity of different combinations of factors for prediction of the Cv. Method: A total of 163 soil samples were collected from the construction site in Vietnam. These samples at various depth (m) were analyzed in the laboratory for the determination of clay content (%), moisture content (%), liquid limit (%), plastic limit (%), plasticity index (%), liquidity index (%), and the Cv for generating datasets for modeling. Performance of the models was validated using Mean Absolute Error (MAE), Root Mean Square Error (RMSE) and Correlation Coefficient (R) methods. In the present study, various combinations of soil parameters were applied and eight models were developed using RF algorithm for predicting the Cv of soft soil. Results: Results of model’s study show that performance of the models using different combinations of input factors is much different where R value varies from 0.715 to 0.822. Conclusion: Present study suggested that RF model with appropriate combination of soil properties input factors can help in better and accurate prediction of the Cv of soft soil.

scholarly journals Mineral matter composition of drained floodplain soils in north-eastern Poland

2018 ◽  
Vol 69 (3) ◽  
pp. 184-193 ◽  
Author(s):  
Jacek Długosz ◽  
Barbara Kalisz ◽  
Andrzej Łachacz
Keyword(s):  
Organic Matter ◽  
Clay Minerals ◽  
Clay Fraction ◽  
Mineral Matter ◽  
Oxbow Lakes ◽  
Floodplain Soils ◽  
North Eastern ◽  
Clay Fraction Content ◽  
Mineral Soils ◽  
River Valleys

Abstract Soils in two river valleys (Rozoga and Omulew) in north-eastern Poland were investigated. The valleys are located on a sandy outwash plain formed during the Vistulian (Weichelian) Glaciation. The soils are drained, used as meadows and classified as Fluvic Umbric Gleysol, Fluvic Mollic Gleysol, and Eutric Fluvic Histic Gleysol (IUSS Working Group WRB 2015). The aim of the study was to identify the composition of mineral matter and to determine the types of clay minerals and intermediate stages of clay minerals by means of the X-ray diffraction (XRD). The studied floodplain soils are rich in organic matter and contain considerable mineral alluvial admixtures. The content of clay fraction (< 2.0 μm) is low (0.02–5.61% of total mineral matter). Higher content of clay fraction was noted in soils with elevated content of organic matter, which can be evidence of simultaneous accumulation of both components. In deeper depressions occurring in river valleys (oxbow lakes), a specific deposit termed silty telmatic mud (16–24% TOC, 50–75% silt, 3.1–5.6% clay fraction content) was accumulated. On the other hand, in shallow depressions, a muddy deposit was accumulated (5.7–7.7% TOC, sandy texture). The main identified clay minerals were smectite, vermiculite, illite and kaolinite as well as variety of mixed-layer clays. Alluvial clay admixture in studied soil formations showed mineralogical similarity to typical floodplain mineral soils (Fluvisols). Mineral fraction of studied soils is mostly of allochthonous origin.

Comparing the efficiency of ordinary kriging and cokriging to estimate the Atterberg limits spatially using some soil physical properties

Clay Minerals ◽  
2009 ◽  
Vol 44 (2) ◽  
pp. 181-193 ◽  
Author(s):  
O. Baskan ◽  
G. Erpul ◽  
O. Dengiz
Keyword(s):  
Ordinary Kriging ◽  
Mean Squared Error ◽  
Field Capacity ◽  
Liquid Limit ◽  
Atterberg Limits ◽  
Engineering Properties ◽  
Soil Parameters ◽  
Regression Equations ◽  
Soil System ◽  
The Mean

AbstractThe spatial distribution of the Atterberg limits can be used to distinguish the consistency and behaviour of a soil and its engineering properties, which strongly depends on the water content of the soil and types of silts and clays in the soil. By spatial modeling, and comparing the results of ordinary kriging with the cokriging approach, this study aims to find correlations between the Atterberg limits and the selected physical soil parameters in order to examine how effective they are in generating an understanding of the dynamics of a physical soil system.In 156 soil samples, the Atterberg limits and soil moisture conditions were determined, and auxiliary functions were selected by application of cokriging using correlation analysis and regression equations obtained by the residual maximum likelihood (REML). These techniques were evaluated by the results of the mean absolute error (MAE) and the mean squared error (MSE). Cokriging analysis was found to be more effective at estimating the liquid limit (WLL) and the plastic limit (WPL) than kriging analysis and with smaller error values. On the other hand, the kriging approach, which had smaller MAE and MSE values, was more effective at estimating the plasticity index (WPI) values than the cokriging method. Unlike the REML regression equations, the field capacity (FC) value was the more suitable parameter for the cokriging estimates. When the necessary labour and time were considered for determining the Atterberg limits, both kriging and cokriging were found to be applicable for estimation of these limits.

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