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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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Hydraulic Characterization of a Self-Weight Compacted Coal

mass is a complex process requiring experimental investigation at different scales, also adopting a strategy of characterization based on physical modelling, [ 7 , 8 ] since element testing alone would not give results representative of the entire mass. It should be noted that coal stockpiles are usually compacted by dozers, under water unsaturated conditions. Coal crushing in the top layers during compaction was observed to be the main cause of the appearance of fine grains (e.g., [ 9 ]): the resulting variation in particle size distribution leads to the

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Shear strength of compacted Chlef sand: effect of water content, fines content and others parameters

a particular manner ([ 39 ], [ 40 ]). However, many researchers have mentioned that the physical nature of silty sand is entirely different from clean sand ([ 2 ], [ 26 ], [ 33 ], [ 34 ], [ 38 ], [ 41 ], [ 42 ], [ 43 ]). They have recognized that the undrained shear strength ( Sus ) response depends effectively on the void ratio as a state parameter. It is also anticipated that the global void ratio (e) cannot represent the amount of particle contacts in the sand-silt soil sample mixture. As the void ratio and the proportion of coarse-grained and fine-grained soil

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2D numerical analysis of the seismic response of a karst rock mass: importance of underground caves and geostructural details

parameters, even by means of the Mohr–Coulomb linearisation. The physical–mechanical parameters used for the rocks and the discontinuities of the geomechanical model are summarised in Table 2 . Table 2 Mechanical parameters of rocks and discontinuities (based on laboratory tests) of the geomechanical model. VEGETAL SOIL AND “RED SOILS” r E ν K G φ c σ t (Kg/m 3 ) (Pa) (Pa) (Pa) (grade) (Pa) (Pa) 1835 20·10 6 0.25 13·10 6 8·10 6 25 50000 0 ALTERED AND KARSTIC LIMESTONE from laboratory

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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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