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1
Ocena podatności gruntu sypkiego na upłynnienie w warunkach trójosiowego ściskania pod wpływem małych naprężeń
Mierczyński Jacek, Smyczyński Marcin, Kazimierowicz-Frankowska Krystyna
Inżynieria i Budownictwo
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2023
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R. 79, nr 5-6
272--275
PL
Przedstawiono wyniki badań w aparacie trójosiowego ściskania wykonanych na próbkach nawodnionego gruntu niespoistego w warunkach bez odpływu wody z porów. Badano reakcję gruntu na obciążenie cykliczne w zakresie małych naprężeń. Wykonanie tych badań wymagało opracowania opisanej w artykule autorskiej procedury rozszerzającej możliwości pomiarowe standardowego aparatu trójosiowego. Poprawność jej działania zweryfikowano w trakcie wykonanych eksperymentów, określając liczbę cykli obciążeń niezbędnych do upłynnienia próbek gruntu.
EN
The results of tests in the triaxial apparatus performed on samples of non-cohesive soil in undrained conditions are presented. The response of soil to cyclic loading at low stress levels was studied. Performing these tests required the development of a bespoke procedure extending the measurement capabilities of a standard triaxial apparatus, which is described in the article. Its correctness was verified during the experiments, while determining the number of load cycles necessary to liquefy the soil samples.
2
Content available Response of Partially Saturated Non-cohesive Soils
Świdziński W., Mierczyński J., Mikos A.
Archives of Hydro-Engineering and Environmental Mechanics
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2017
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Vol. 64, nr 3-4
187--207
EN
This paper analyses and discusses experimental results of undrained triaxial tests. The tests were performed on non-cohesive partially saturated soil samples subjected to monotonic and cyclic loading. The tests were aimed at determining the influence of saturation degree on soil’s undrained response (shear strength, excess pore pressure generation). The saturation of samples was monitored by checking Skempton’s parameter B. Additionally, seismic P-wave velocity measurements were carried out on samples characterized by various degrees of saturation. The tests clearly showed that liquefaction may also take place in non-cohesive soils that are not fully saturated and that the liquefaction potential of such soils strongly depends on the B parameter.
3
Content available Structure and calibration of constitutive equations for granular soils
Sawicki A., Sławińska J., Mierczyński J.
Studia Geotechnica et Mechanica
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2014
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Vol. 36, nr 4
35--46
EN
The form of incremental constitutive equations for granular soils is discussed for the triaxial configuration. The classical elasto-plastic approach and the semi-empirical model are discussed on the basis of constitutive relations determined directly from experimental data. First, the general structure of elasto-plastic constitutive equations is presented. Then, the structure of semiempirical constitutive equations is described, and a method of calibrating the model is presented. This calibration method is based on a single experiment, performed in the triaxial apparatus, which also involves a partial verification of the model, on an atypical stress path. The model is shown to give reasonable predictions. An important feature of the semi-empirical incremental model is the definition of loading and unloading, which is different from that assumed in elasto-plasticity. This definition distinguishes between spherical and deviatoric loading/unloading. The definition of deviatoric loading/unloading has been subject to some criticism. It was therefore discussed and clarified in this paper on the basis of the experiment presented.
4
Content available Strains in Sand Due to Cyclic Loading in Triaxial Conditions
Sawicki A., Mierczyński J., Świdziński W.
Archives of Hydro-Engineering and Environmental Mechanics
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2009
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Vol. 56, nr 1-2
85-98
EN
The experimental results dealing with the cyclic loading of sand samples in triaxial conditions are presented. These results show the development of both the volumetric and deviatoric permanent strains due to a large number of loading cycles. The analysis of experimental data has led to the formulation of semi-empirical constitutive equations, expressed in the incremental form, for these strains as functions of the cyclic shear stress amplitude, number of loading cycles and the initial stress state, around which the cyclic shearing takes place.
5
Content available Pore-Pressure Generation and Liquefaction of Granular Soil Tested in Triaxial Conditions
Mierczyński J., Sawicki A.
Archives of Hydro-Engineering and Environmental Mechanics
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2009
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Vol. 56, nr 3-4
139-147
EN
The paper deals with modelling of pore-pressure generation in saturated sand subjected to triaxial cyclic loading in undrained conditions. The model proposed links the pore-pressure generation with the cyclic loading induced compaction of the same sand, but tested in fully drained conditions. The governing equation for the pore-pressure changes is derived from the assumption that no volumetric strain develops in saturated sand in undrained conditions. The numerical solutions are compared with experimental data, for a large number of loading cycles.
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