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Measuring Stand Tests of a Michell-Banki Waterturbine Prototype, Performedunder Natural Conditions

BIBLIOGRAPHY [1] Breslin W. R., 1985, „ Small Michel Banki Turbine: A Constructional Manual ”, Volunteers in Technical Assistance, Mt. Rainier, Maryland, USA. [2] Gnarowski W. i Zespół BP-P1, 2008, “Raport. Badania stoiskowe modelu turbiny Banki” („Stand tests of the Banki turbine model. Report”), IoA Report, No. 174/BP1 - SR/08, Warsaw. [3] Gnarowski W. i Zespół BP-P1, 2009, “Analiza wyników prób modelowych turbiny Banki” („The Banki turbine model tests results analysis”), IoA Report, No. 173/BP1 - AA/09, Warsaw. [4] Zalewski W., 2009

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Implementation of Automatic Sample and Composite Element Cutting Technologies

., 2016, Development and implementation of a testing method for the characterization of interlaminar delamination propagation in laminates under fatigue mode I loading conditions, Transactions of the Institute of Aviation, No. 2(243). [17] Jaśkiewicz R., Stepniowska A., 2016, Pracitcal application of FAA methodology of composite specimens used to material tests qualifications, Transactions of the Institute of Aviation, No. 3(244). [18] Sałacińska A., 2016, Review of physical tests for composite materials characterization, Transactions of the Institute

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Effective Friction Angle Of Deltaic Soils In The Vistula Marshlands

1 Introduction 1.1 Aim of research This research is focused on effective angle of internal friction and compares the results for the Vistula Marshlands muds and peats with similar soft soils. Effective shear strength parameters of the deltaic soils near Gdańsk are measured in drained and undrained triaxial compression tests and estimated with the Norwegian Institute of Technology (NTH) method using the Cone Penetration Tests (CPTU) sounding. The observed dilative-contractive soil behaviour is discussed taking into account the CPTU classification chart

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Effect of randomly distributed polypropylene fiber reinforcement on the shear behavior of sandy soil

, 23 ] Experimental results from various tests (direct shear, unconfined compression and triaxial compression) have confirmed that the efficiency of fiber treatment is highly dependent on the fiber concentration, on testing conditions (e.g., stress and strain levels, stress path and loading direction) and on a large number of variables related equally to the physical and dimensional characteristics of both fiber and sand matrix (e.g.,fiber and particle sizes and particle size distribution, particle shape and fiber surface, fiber/grain frictional properties

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Effect of using insert on the flow pressure in cylindrical silo

Description of the Model Experiments were conducted using a silo model similar to the real silo. A physical model of the silo was build, and the dimension of the model was defined in proportion to the real silo. In addition to that, the material flow was also modeled in order to have an accurate result that can be applied on the real silo. The dimensional analysis theory has been considered. Through a number of steps including determining the variable affecting the studied case, the dimension of the model was determined, and 1/10 was adopted as the chosen model scale, and

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Mixture of Crushed- Stone Aggregate as Material For Substructure Layers

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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Experimental identification of modal parameters for the model of a building subjected to short-term kinematic excitation

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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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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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.

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