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Joanna Hydzik-Wiśniewska, Anna Wilk, Łukasz Bednarek and Sebastian OIesiak

method of marking the indicator for material requires to conductit after four days of soaking, which simulates unfavourable conditions of water saturation. Unfortunately, the CBR test method is laborious and time consuming [ 22 ]. This article analyses the geotechnical and physical test results with particular consideration of CBR of mixtures of crushed aggregate assessed for their application in road construction as subgrade layer. An attempt was also made to find the correlation between CBR ratio and other physical properties. All aggregate tests were performed at

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Krzysztof Majcher

the object were excited kinematically, with the movement of the structure’s base interpreted as an input signal in the system, being short-term and irregular. It was assumed that the theoretical model, resulting from the physical model, is a discrete system with three degrees of freedom (see Fig. 1b ) This assumption is justified by the fact that the structure of the physical model is very similar to a shear building type, in relation to which only transverse (horizontal) vibrations are considered. Figure 1 The slab-and-column model: (a) physical; (b

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Aleksandra Borecka and Bartłomiej Olek

Scientific Publishers, PWN, Warszawa 1998, (in Polish). [4] KOLASA M., Geotechnical properties of loesses near Kraków, Prace Geologiczne PAN, 18, 1963, 7-84, (in Polish). [5] LUNNE T., ROBERTSON P.K., POWELL J.J.M., Cone Penetration Testing in geotechnical practice, Blackie Academic and Professional, London 1997. [6] ŁANCZONT M., WOJTANOWICZ J., Peryglacial zonation of silt deposits in Poland, Annales UMCS, sec. B, 54, 1999, 41-48, (in Polish). [7] MALINOWSKI J., Engineering geology investigation of loesses

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Lech Bałachowski and Zbigniew Sikora

Abstract

Bottom ash from EC Gdańsk and dredged material taken from the mouth of The Vistula were mixed to form an engineering material used for dike construction. Mixtures with different bottom ash content were tested in laboratory to determine its basic physical and mechanical properties. The optimum bottom ash-dredged material mixture, built in the corps of the test dike, contains 70% of ash. The optimum bottom ash content in the mixture was chosen taking into account high internal friction angle, good compaction and reduced filtration coefficient. The maximum dry density of the mixtures was measured in Proctor test for the mixtures formed in laboratory and on samples taken from the test dike. Minimum and maximum void ratio were also determined.

Open access

Adam Krasiński and Tomasz Kusio

References [1] HOFFMANN K., An Introduction to Stress Analysis and Transducer Design using Strain Gauge, HBM. Retrieved July 5, 2014, from HBM http://www.hbm.com/en/menu/tips-tricks/experimentalstress- analysis/reference-book/ [2] KRASIŃSKI A., Model tests of screwed piles, Proceedings of the XIV Danube-European Conference on Geotechnical Engineering. From Research to Design in European Practice, 2-4 June 2010, Bratislava. [3] KRASIŃSKI A., Screw displacement piles. Interaction with non-cohesive soil

Open access

Ewa Kawalec-Latała

Abstract

A number of synthetic pseudoacoustic impedance sections are presented in order to test the effectiveness of deconvolution process when random noise distorted the seismic traces. A simplified seismological model is created on the basis of geological data from Bytom Odrzański area in NW part of the Legnica-Głogów Copper District (LGOM). The synthetic sections are constructed for different noise levels. Acoustic impedance is one of the basic factors characterising physical features of rocks. The main idea is the inversion of seismic sections into pseudoacoustic impedance sections. All inhomogeneities of salt deposits must be predicted before the underground storage location is fixed. The accuracy and reliability of interpretation decreases when the noise in seismic data increases. It should be realised that the inversion procedure is not a unique process. So, modelling pseudoacoustic impedance sections is recommended for verification of the effectiveness of deconvolution process for the accuracy and reliability interpretation.

Open access

Zenon Szypcio

, 2009, Vol. 11, 129-137. [11] HAN C., DRESCHER A., Shear bands in biaxial tests on dry coarse sand, Soils and Foundations, 1993, Vol. 33, No. 1, 118-132. [12] HORNE M.R., The Behaviour of an Assembly of Rotund, Rigid, Cohesionless Particles. I. Proceedings of the Royal Society of London. Series A. Mathematical and Physical Sciences, 1965, Vol. 286, No. 1404, 62-78. [13] HORNE M.R., The Behaviour of an Assembly of Rotund, Rigid, Cohesionless Particles. II. Proceedings of the Royal Society of London. Series A. Mathematical

Open access

Jarosław Brodny

References [1] BRODNY J., Analiza obciążenia łukowego złącza ciernego, Mechanizacja i Automatyzacja Górnictwa, Czasopismo Naukowo-Techniczne, 12(490), 2011, 13-19. [2] BRODNY J., Tests of friction joints in mining yielding supports under dynamic load, Archives of Mining Sciences, Vol. 56, No. 2, 2011. [3] CRISFIELD M.A., Non-Linear Finite Element Analysis of Solids and Structures, John Wiley & Sons, 1998. [4] PYTLIK A., Wpływ zginania na prace ciernych złączy łukowych odrzwi ŁP przy obciążeniach

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Anna Bogusz and Mirosława Bukowska

References [1] BIENIAWSKI Z.T., Time-dependent behaviour of fractured rock, Rock Mechanics, 1970, Vol. 2, 3, 123-137. [2] BUKOWSKA M., Mechanical properties of carboniferous rocks in the Upper Silesian Coal Basin under uniaxial and triaxial compression tests, Journal of Mining Science, 2005, 41, No. 2, 129-133. [3] BUKOWSKA M., Prognozowanie skłonności do tąpań górotworu metodą wskaźnikowej oceny geologiczno-geomechanicznej w warunkach Górnośląskiego Zagłębia Węglowego (Forecasting rock burst susceptibility of

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Piotr Srokosz, Ireneusz Dyka and Marcin Bujko

. In these tests, extremely important are the particular measurement methods used to determine the value of the vertical component of the compressive stress and the strain of the soil sample for the determined conditions (consolidation and drainage conditions, rate of shearing, etc.). Determination of the momentary strain of the soil sample (for a given and recorded state of stress) requires advanced techniques for the precise control of the changing dimensions of the sample. The accuracy of continuous measurement of changing physical quantities is a very important