Interpretation of horizontal permeability from piezocone dissipation tests in soft clays

Some tools are briefly presented which are useful at non-linear inverse problems. It is found that some parameters can be eliminated under some conditions from the minimization. If all parameters are eliminated except one, then the transformed merit-function is one-dimensional and can easily be minimized (and can easily be used for reliability testing, too). On the other hand, since each real-life merit function has a closest, noise-free merit-function in the Least Squares sense, this so called follower can be used in the minimization, and for reliability testing. The methods are illustrated by the evaluation of a laboratory and an in situ test. Both models are linear PDE-s resulting in ‘nice’, convex shaped follower merit functions.

Some Comments on the Non-Linear Model Fitting


 The permeability of soil is an important factor controlling the flow of water through the subsoil. The article presents the results of studies of hydraulic parameters for overconsolidated clays using in situ tests. Using the excess pore pressure normalization technique, both in the case of monotonic and dilatory dissipation tests, and the time at which 50% dissipation of excess pore water pressure takes place, as well as taking into account the rigidity index of the analyzed soil, it was possible to estimate the permeability and consolidation coefficients for the analyzed clays. Based on these studies, simple relationships between the permeability coefficient and the soil behavior-type index are proposed. Proposed formulas may be applied for overconsolidated cohesive soils with soil behavior-type index values within the range of 2.05–3.30 and described in Robertson’s chart as overconsolidated silty clays, clays and heavily overconsolidated and cemented fine-grained soils. Although our proposal of determining flow parameters has been calibrated only for two analyzed cases, its utility for wider use in other overconsolidated fine-grained soils may also be taken into account.

Evaluating hydraulic parameters in clays based on in situ tests

Abstract The aim of the ongoing research is (i) to develop a new biodegradation landfill technique so that the landfill gas production could be controlled and the utilisation of the landfill gas could economically be optimized, (ii) to plan the energy utilisation of the landfill including individual and combined solutions (solar, wind, geothermal energy, energy storage using methanol etc.). [1, 2, 3] After summarizing the previous measurements made on the ongoing research, the first results of the oedometer tests are presented. The compression curves were determined, the measured data are evaluated by two simple models, the parameters are identified, the reliability of the parameters is tested. The simple models make possible the separation of the three major components of the settlement: the immediate settlement, the creep settlement and the primary consolidation settlement. The degradation induced strains were not considered since the tests were short term. Using these components, three different oedometric moduli are defined. The identified parameters are presented and compared with the parameters previously identified from some CPTu dissipation test data, and with the parameters measured by some recent seismic tests. The parameters are used to estimate the settlement of the landfill.

https://sciendo.com/pdf/10.2478/jbe-2014-0004

Evaluation of the Oedometer Tests of Municipal Landfill Waste Material

Two linear, point-symmetric coupled consolidation model families (coupled 1 and coupled 2, embedding space dimension m=1,2,3)–differing in the boundary condition - are compared. The structure of solution is treated and the analytical solutions are presented. The steady-state part of the analytical solutions are the linear elastic cavity expansion solutions for mu1. The transient parts are Bessel-Fourier series. Their constants are determined from the system of equations expressing the boundary conditions, and from the initial condition. Every model can be used for the evaluation of the pore water pressure dissipation tests. The total stress dissipation tests (eg. the piezo-lateral stress cell test) can qualitatively be evaluated by the coupled 1 model (with the new boundary condition) if it is completed by a relaxation term.

Coupled Models for the Dissipation Tests

Evaluation of monotonic and non-monotonic dissipation test results

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Evaluation of monotonic and non-monotonic dissipation test results