Wyniki wyszukiwania - BazTech

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Prototyp systemu monitorowania terenów osuwiskowych LandSMS : wyniki testów na osuwisku w Kłodnem w Karpatach fliszowych

Mirek J., Stanisz J., Kaczmarczyk R., Ćwiąkała P.

Przegląd Geologiczny

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2017

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Vol. 65, nr 10/2

817--822

EN

Mass movements are a major problem associated with the sustainable planning of space. They often cause permanent degradation of the areas of development or agricultural use. Exclusion ofactive landslides and periodically active landslides from development area is obvious. Restrictions on land use areas of active and inactive landslides and their buffer zones involve differences in opinions. A useful tool in the assessment of risk of landslide in such areas can be a low-cost system LandSMS (LandSlide Monitoring System). The prototype of the system consists of a sensing element (tie-rod), a monitoring station and a data server. Tie-rod is attached to the concrete slab, which is stabilized on the landslide area. Surface deformations resulting from movement of the landslide are controlled by two sensors - encoder and an ultrasonic sensor. The system operates continuously. In the case of an emergency situation system informs authorized persons about the incident. Efficiency and system functions are analyzed on a selected area of the landslide in Klodne (Little Poland, commune Limanowa). Preliminary results confirm the usefulness of the system. In the initial observation period (October-December 2016) displacement reached 8 mm. This is due to stabilization of the measuring point. Later, there was no displacement effected by mass movements reported.

2

Wskaźniki zmian wytrzymałości na ścinanie w strefach zagrożenia osuwiskowego na obszarze kopalni węgla brunatnego Turów i Bełchatów

Kaczmarczyk R., Tchórzewska S., Stanisz J., Borecka A.

Zeszyty Naukowe Instytutu Gospodarki Surowcami Mineralnymi i Energią PAN

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2016

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nr 94

161--172

PL

W artykule omówiono wyniki badań wytrzymałości na ścinanie dla 215 prób pobranych z utworów obejmujących strefy zagrożeń osuwiskowych w górotworze złóż węgla brunatnego Turów i Bełchatów. Opisano związki pomiędzy budową geologiczną nadkładu, genezą, cechami geologiczno-inżynierskimi oraz czynnikami wpływającymi na powstawanie lub rozwój osuwisk. Scharakteryzowano procesy zachodzące w ośrodku gruntowym mające wpływ na zmianę parametrów wytrzymałościowych w górotworze. Omówiono metody wyznaczania wartości obliczeniowej według normy PN-B-03020:1981 oraz Eurokod 7 (PN-EN 1997-1:2008P). Przedstawiono zalety i ograniczenia zastosowania „normowych” metod oznaczania parametrów wytrzymałości na ścinanie do analiz stateczności skarp i zboczy w warunkach skomplikowanej budowy geologicznej. Badania testowe wykonano dla 11 różnych powierzchni osłabień strukturalnych, oznaczając parametry wytrzymałości pierwotnej, rezydualnej oraz po zawodnieniu powierzchni poślizgu. Porównując wyniki zmian parametrów, autorzy zaproponowali współczynniki korekcyjne: wskaźnik zmian kąta tarcia wewnętrznego (λɸ , λɸ w) oraz wskaźnik zmian spójności (λ c , λ cw). Wyniki badań wskazują, że wskaźniki zmiany parametrów wytrzymałościowych są wyraźnie zróżnicowane dla kąta tarcia wewnętrznego i spójności. W próbkach pobranych z powierzchni nienaruszonych zmniejszenie oporów ścinania było w znacznej mierze wynikiem redukcji spójności. Na powierzchniach o naruszonej strukturze tendencje zmian parametrów wytrzymałościowych nie są tak wyraźne i zależą od wielu różnych czynników. Analiza wyników potwierdziła, że w strefach zagrożeń osuwiskowych obserwuje się znaczne zmniejszenie parametrów wytrzymałościowych względem parametrów uzyskanych z badań laboratoryjnych nawet po uwzględnieniu ich redukcji do wartości obliczeniowych. Proponowane rozwiązanie, zdaniem autorów, pozwoli na lepsze odzwierciedlenie rzeczywistych warunków geologiczno-inżynierskich, co będzie prowadzić do bezpiecznego projektowania geologiczno-inżynierskiego oraz geotechnicznego.

EN

The article presents results of shear strength tests for 215 samples collected from formations including landslide hazard zones of the Turów and Bełchatów brown coal mine. The relationships between the geological structure of the overlay, genesis, geological-engineering properties, and factors influencing the formation of the landslide have been described. The processes occurring in the ground, influencing change of strength parameters have been characterized. Methods of determining the design value according to PN-B-03020:1981 and Eurocode 7 (PN-EN 1997-1:2008P), have been discussed. Advantages and limitations of using standard methods of determining shear strength parameters for the analysis of slope stability in the complicated geological conditions have been presented. Tests have been realized for 11 various areas of structural weakenings, determining the peak strength, residual strength, and after water accumulation in the slide surface. In comparing the results of parameters change, the authors have proposed the following correction coefficients: index of friction angle change (λɸ , λɸ w) and index of cohesion changes (λ c , λ cw). The indices of change of strength parameters are distinctly diversified for the friction angle and cohesion. The limitation of shear stress resulted mostly from reduction of cohesion in the samples collected from intact surfaces. The trends of strength parameters changes are not as clear and depend on many different factors in terms of the surfaces of disturbance structure. The analysis of results has confirmed that in the landslide hazard areas the significant reduction of strength parameters in relation to parameters obtained in the laboratory tests is observed, even after taking their reduction to the design values into consideration. In the authors’ opinion, the proposed solution allows for a better representation of the actual geological engineering and geotechnical conditions, leading to safe designing.

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Wyznaczenie przemieszczeń powierzchniowych na osuwisku w Kłodnem (gmina Limanowa, południowa Polska)

Ćwiąkała P., Stanisz J., Wróbel A., Kaczmarczyk R., Drwal P., Grabek P., Daroch M., Pękala M., Świątek M., Zierkiewicz M.

Przegląd Geologiczny

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2016

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Vol. 64, nr 2

122--130

EN

Examination of the landslide in Kłodne was carried out in 2013 and 2014. The work was divided into two parts: geological engineering investigations (mapping of the external borders of the landslide) and geodetic surveying (photogrammetric studies and monitoring of surface movements). The boundaries of the landslide were marked using a Garmin eTrex GPS receiver and a geological compass (Freiberg). The boundaries have not changed and is convergent with previous studies. In the south-western part of the landslide the boundary is blurred as a result of anthropogenic transformation of the area. In the south-eastern part (as at May17, 2014) about 200 m3 of the colluvial material has been moved. Photogrammetric studies were based on the analysis of aerial photos from May 26, 2009 (prior tothe landslide formation) and on the orthophotomap created from images taken in July 2010, after the formation of the landslide. Displacement vectors were determined by comparing the locations of specific terrain details in the pictures taken before and after the mass movements occurred. In the upper part of the landslide the maximum horizontal displacement value was 87.7 m, the minimum was 6.2, and the average – 84.5 m. In the lower part of the landslide the horizontal displacements amounted to 65.5 m, had a minimum value of 10.3, and an average of 54.8 m. In the last stage of the study the base measurement network was created. It consisted of 68 points stabilized in the ground. The measurements were performed using the static GNSS observations method and linear-angular measurements carried out with a precise total station. In 2013, horizontal displacements ranged from 1 to 8.1 mm, and vertical ones ranged from –9.8 to 13.5 mm. In 2014, there were displacements observed in the vicinity of the main slope. They were directed to the south. The horizontal displacement vector has reached values from 2 to 94 mm, and the vertical vector was from –63 to 16 mm.

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Mikrotunelowanie w Gdańsku : nowa jakość w ekspresowym tempie

Stanisz J., Kalkowski P.

Inżynieria Bezwykopowa

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2016

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nr 2

100--102

PL

W Gdańsku metodą mikrotunelową zbudowano kolektor sanitarny DN1000 o długości 1526 m. Zadanie zrealizowano w trudnych i zmiennych warunkach gruntowych z wykorzystaniem dwóch niezależnych zestawów urządzeń wiertniczych. Cały kolektor podzielono na 16 odcinków o długościach około 100 m każdy.

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The influence of root system on slope stability in the view of numerical analysis

Stanisz J., Kos J., Kumorowska M., Kaczmarzyk M.

Geology, Geophysics and Environment

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2016

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Vol. 42, no. 1

129--130

EN

The problem of slope stability is one of the most difficult issues, which constitutes the object of interest of engineering geology and geotechnics. The impact of vegetation, well developed bush root system in particular, on the improvement of slope and escarpment stability, is one of the often-omitted aspects in engineering practice. Vegetation may perform a double function within a geological medium: - strengthening – by means of soil reinforcement and anchoring, binding of grains, which improves strength parameters, reduction of pore pressure and groundwater table by means of water interception; - weakening – by means of the impact of specific gravity of vegetation on the subsoil, the impact of wind on a tree, which may lead to its inclination and creation of voids in the soil, moisture changes leading to shrinkage and loosening of the ground (Najder 2003, Greenwood et. al. 2004). Plant roots demonstrate much tensile strength. They increase the ground’s cohesion owing to their friction and adhesive properties. Changes of these parameters depend on the spatial reach and the type of root system. The following types may be distinguished: intensive (concentrated) and extensive (diffused) (Reubens et al. 2007). A given root type impact zone depends on the location of the potential slip surface and the kind of mass movement (Koda et al. 2010). A landslide in Pietrzejowice, located on the Proszowice Plateau, at a distance of approximately 25 km from Cracow, is the object of the research (Kondracki 2010). Landslide movement was initiated on 14 May 2010. At night on 3–4 June further development of the landslide occurred, leading to the damage of two residential buildings. Surface deformations occurred in the area of approximately 3 ha. A geological medium was subdivided into five geotechnical layers: silty clay with different consistency and Miocene clay (Jaskólski et al. 2012). Numerical analyses of the slope stability were carried out in the FLAC 7.0 programme, whose computational algorithm is based on the finite difference method. Two options of the root system development – concentrated and diffused – were adopted in the model. Numerical simulations were carried out as per the scheme (Pilecki et al. 2014): 1) Static analysis of the data set for variable soil and water conditions with Duncan and Wright method (Kaczmarek & Popielski 2015). 2) Elaboration of the set of input data. 3) Elaboration of the physical model. 4) Elaboration of design model along with adopted initial and design conditions. The following options were considered: - variant I – natural slope condition, - variant II – condition after water accumulation, variant III – development of concentrated root system, - variant IV – development of diffused root system, - variant V – water accumulation of option III, - variant VI – water accumulation of option IV. 5) Calculation of the results and their verification. 6) Analysis of the probability of occurrence of mass movements for the adopted design options. Statistical analysis of the set of input data and results of numerical simulations allowed determining the impact of the root system on changes of the safety factor with the soil variable and water conditions. The route of the slide surface and determination of the probability of the loss of stability, with local or global nature, are also important pieces of information. The results of numerical simulations indicate an increased value of safety factor for the slope with extensive root system. The results are of a reconnaissance nature and they describe the impact of the root system on stability in a general manner.

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Characteristics of soil of “Józefka” deposit overlay, Kielce District

Pawlikowski M., Manecki M., Kozień D., Waluś E., Borecka A., Stanisz J., Pękala M., Kiecana M.

Geology, Geophysics and Environment

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2016

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Vol. 42, no. 1

116--117

EN

The aim of this article is to describe and characterize the properties of the overburden overlying rocks of “Józefka” mine, with an attempt to demonstrate a dependence of diversified mineral composition on geotechnical characteristics of the tested material. The article presents previously obtained unpublished data necessary for the evaluation of the physical characteristics of the overlying rocks. The research was conducted in the mining area of the “Józefka” mine, located in Górno – ca. 10 km eastwards from Kielce. Dolomite and calcareous rocks, estimated to be Givetian in age (Czarnocki 1938), are exploited in the mine. The obtained material is used as road aggregate. The deposit is located in the southern part of the Świętokrzyskie Mountains, in the so-called Kielce zone being a part of Małopolska Province Massif (Stupnicka 1997). Silty soils occur there as pockets and interbeds. An attempt to describe them precisely has not been undertaken as yet. Three samples with intact structure and natural moisture were collected during field work. The deposit investigations were carried out at two stages: 1) mineralogical and petrographic, and 2) geotechnical. At the first stage, the analysis included optical microscopy of thin sections, X-ray diffractometry and thermal differential analysis DTA. Clay fraction (below 2 μm) was separated by settling in water. Oriented specimens, glikoled and heated to 550°C were analyzed. The rock contains up to 70 wt% of detrital quartz. The second stage of the research programme was conducted in accordance with the engineering practice and standards (PKN-CEN ISO/TS 17892-2:20 09). Basic physical parameters were established: - natural moisture – w n [%], - bulk density – ρ [g/cm 3 ], - density – ρ s [g /cm 3 ], - granulometric composition, - plasticity – w P [%] and liquidity limits – w L [%], - swelling index – p [%]. The results of the mineralogical and petrographical tests revealed that kaolinite is the main fraction of clay minerals in all three samples. The content of clay fraction was determined with the use of two methods: - water separation – 50 g of material was prepared; the clay material in sample 1 constitutes 55% of the whole material, in sample 2–40%, and in sample 3–39%; - areometric – 35g of material was prepared; the results show that the proportions of the clay material amount to: sample 1–48%, sample 2–33%, sample 3–29%. The concurrence of results of both methods is evident. The maximum difference of clay fraction content was 10%. It indicates the difference in selecting equally representative samples. During the geotechnical determination the tested soil was classified as: sample 1 – clay (Cl), sample 2 – sandy clay (saCl), sample 3 – silty sandy clay (sasiCl) (PN-EN ISO 14688-2:2006). Moreover the following physical properties of the samples were determined: - sample 1: w n = 22.34%, w P = 22.16%, w L = 40.5%, p = 15.42%, ρ = 2.01g/cm 3, ρ s = 2.68 g/cm 3 ; - sample 2: w n = 22.97%, w P = 23.47%, w L = 52%, p = 11.97%, ρ = 2.04g/cm 3, ρ s = 2.66 g/cm 3 ; - sample 3: w n = 20.21%, w P = 21.3%, w L = 43%, p = 21.5%, ρ = 2.05 g/cm 3, ρ s = 2.68 g/cm 3. Sample 3 was classified as highly swelling, which confirms a significant content of smectite in the mineral composition. Other samples were classified as medium swelling, correspondingly sample 1: 15.42%, and sample 2: 11.97% (Niedzielski 1993). The lowest value of bulk density of sample 1 indicates increased content of clay fraction. This is confirmed by the mineralogical and petrographical tests. Soils present in “Józefka” deposit overburden may be used as an addition to vegetable fertilizers. Their use will increase sorption of cations and water in soil. This material should be mined in a selective way due to its variability.

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Czujniki do pomiaru ciśnienia porowego dla potrzeb rozpoznania położenia powierzchni poślizgu osuwiska

Stanisz J.

Zeszyty Naukowe Instytutu Gospodarki Surowcami Mineralnymi i Energią PAN

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2015

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nr 89

77--92

PL

Profilowanie głębokościowe zmian ciśnienia porowego może być pomocne w określaniu położenia powierzchni poślizgu osuwiska. Jest to możliwe dzięki zastosowaniu specjalnych sond złożonych z czujników pomiarowych ciśnienia porowego. Wykorzystanie takich czujników pozwala na wskazanie położenia stref, gdzie następuje wzrost lub spadek ciśnienia porowego, spadek naprężeń efektywnych i często uplastycznienie ośrodka. Taki stan prowadzi do rozwoju powierzchni poślizgu. Jest to szczególnie widoczne po okresach intensywnych opadów. W artykule przedstawiono różne rodzaje czujników do pomiaru ciśnienia porowego. Opisano ogólne zasady pomiarów z ich użyciem. Przedstawiono zasadę działania czujników typu BAT, strunowych, piezorezystywnych, pojemnościowych, hydraulicznych, pneumatycznych oraz optoelektronicznych. Wskazano wady i zalety ich stosowania. Uznano czujniki z przetwornikiem strunowym za najbardziej odpowiednie do prowadzenia długookresowych pomiarów ciśnienia porowego w celu rozpoznania położenia powierzchni poślizgu osuwiska.

EN

Depth profiling of pore pressure changes can be helpful in determining the location of slip surfaces of landslides. This is possible due to using special probes made up of pore pressure sensors. The use of such sensors enables the indication of the location of the zones where there is an increase or decrease in pore pressure, or a decrease of effective stresses and frequent zone plasticization. Such a situation leads to the development of the slip surface. This is especially true after periods of heavy rainfall. The article presents various types of sensors used for the measurement of pore pressure. It describes the general rules for the measurements. It illustrates the principle for the operation of BAT sensors, vibrating-wire, piezoresistive, capacitive, hydraulic, pneumatic and optoelectronic sensors. The advantages and disadvantages of their use were pointed out. Vibrating-wire sensors were determined to be the most suitable to carry out long-term measurements of pore pressure in order to identify the location of landslide slip surfaces.

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Mikrotunelowanie w Ciechanowie : flagowa i strategiczna instalacja wykonana w rekordowe 15 miesięcy

Stanisz J.

Inżynieria Bezwykopowa

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2015

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nr 2

76-78

PL

W Ciechanowie w ciągu 15 miesięcy powstał 3-kilometrowy kolektor sanitarny, przebiegający na odcinku oczyszczalnia ścieków - ul. Fabryczna - ul. Sienkiewicza. Na zdecydowanej długości do budowy wykorzystano metodę mikrotunelowania, a ponad 800-metrową sekcję zbudowano z zastosowaniem przewiertu sterowanego teleoptycznie.

9

ISMOP Project (IT System of Levee Monitoring) as an example of integrated monitoring of levee

Stanisz J., Korzec K., Borecka A.

Geology, Geophysics and Environment

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2015

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Vol. 41, no. 1

137--139

EN

The technical condition of levees is decides on the safety of property and persons residing in the protected areas. Monitoring is an important issue. Levees in Poland have been used, in the majority, for over 20 (22% of embankments) or 40 (59% of embankments) years. They were formed from accidental, heterogeneous material and they are characterized by their uneven compaction (Borys 2007). The European experiences indicate the use of many technical solutions in the scope of levee monitoring. Two approaches can be differentiated: a local approach – concerning the levee condition and a global approach – comprising the issues of water management and flood safety. The global approach was implemented in Imprints, WeSenseIt, and the most advanced – Urban Flood projects. In Poland, such an approach is implemented by the National Water Management Authority (KZGW) within the framework of the IT System of the Country’s Protection (ISOK) project. The local approach was adopted in the projects of the French Cemagref (today’s Irstea), IJkdijk, Dredg-Dikes or the Polish ISMOP (Zhu et al. 2009, Cunat et al. 2010, Khan et al. 2010, Artières et al. 2011, Courivaud et al. 2011, Pięta et al. 2014, Stanisz et al. 2014). There has been little research concerning the behaviour of levee in Poland. Currently, with the cooperation of AGH University of Science and Technology in Kraków and the following companies: SWECO Hydroprojekt Kraków sp. z o.o., Neosentio and ZPPUH Budokop Sp. z o.o, a project titled, IT System of Levee Monitoring (ISMOP), is being conducted. A system approach to the issue of flood earth embankment monitoring is the aim of the Project. The purpose of the research is the creation of a system which monitors the static and dynamic behaviour of levee in real time. ISMOP is aimed at the mass gathering of data concerning selected processes taking place in the levee, optimization of data transfer as well as the interpretation and analysis, with the use of numerical simulations and a system of visualization, of the levee’s condition. The use of a number of sensors monitoring changes within the body and their comparison with the results of numerical simulations is an innovation (linked mechanical, hydrological and thermal models) (Bukowska-Belniak & Krawiec 2014). The proposed approach enables a prediction of the levee condition, with a defined probability of the occurrence of processes having unfavourable impact on the levee structure, to be made (Piórkowski & Leśniak 2014). An experimental levee at a scale of 1:1 (width × length × height = 58 × 208 × 4.5 m) was built within the framework of the project. It consists of two, parallel sections formed of soils with a variable filtration coefficient. The research is taking place in Czernichów, 20 km west of Kraków. Sensors in three measurement profiles were placed in the levee. Monitoring inside the embankment comprises a local measurement of pore pressure (35 pcs), temperature (35 pcs) and soil pressure (6 pcs). In addition, 6 inclinometers (length – 6.5 m each) and 24 piezometres (total length 82 m) were included in the construction. Linear measurement of the temperature with the use of a sensory optoelectronic cable (ca. 1300 m) is also being conducted. In the vicinity of the levee a weather station was located in order to monitor weather conditions. Measurements delivered by the network of sensors during experiments constitute the major element of tightness assessment and, indirectly, the levee stability assessment. In addition, the levee surface monitoring, based on survey methods – classical measurements (tacheometers, GPS) and with the use of above-ground long-range interferometric radar, is being performed (IBIS-L). Within the duration of the experiment, an infrared camera FLIR T620 was used. Geophysical measurements, using the electrical resistance method, are carried out on external parts of the designed levee. The use of optoelectronic technology is an important aspect. The project enables verification of its efficiency within the duration of an artificially evoked freshet wave. The measurement scenarios performed assume repeated high water levels depending on the simulation of the wave flowing through the watershed of mountainous, upland or lowland environments. Physical and mechanical parameters measured by sensors are recorded and analysed on an Automatic Measurement System. On the basis of data coming from the sensors and numerical models t he system performs a risk assessment in real time. Based on the analysis of the group of measured parameters, an alarm signal, indicating a crisis situation, is activated in a hazard situation. This fact will be reported in the following cases:− the increase in the parameter value within a defined time period,− changes of admissible gradients,− exceeding more than one alarm level,− damage of apparatus or communication errors (anomalous readouts or the lack of readouts). The occurrence of risk in a given flood situation will result in the activation of the procedure increasing the frequency of sampling of measured physical values. At the moment of lowering the water table, the sampling step will be decreased. Such a solution will enable less power consumption and will automatically shift into “stand-by” mode allowing for, e.g., system maintenance or sensor calibration. The ISMOP project will also ensure the verification of data obtained from the measurements by the optoelectronic method and other measurement sensors by numerical models. Preliminary results of numerical simulations indicate the places where the levee’s stability is lost, and the course of the filtration curve. Within their duration, the linear relationship between changes in temperature and pore pressure in the levee body, with a low hydraulic gradient, has been demonstrated. In the case of increased flow, the increase in pore pressure value is higher than the increase in temperature value. Tests will determine the measurement methodology and they will also verify the substantiation of the installation of particular sensors in flood embankments. Close cooperation between scientists and designers may contribute to the determination of new, economically substantiated, standards of embankment condition assessment both during and after a flood.

10

Numeryczna analiza stateczności skarp i zboczy z wykorzystaniem metody zbiorów losowych

Pilecki Z., Stanisz J., Krawiec K., Woźniak H., Pilecka E.

Zeszyty Naukowe Instytutu Gospodarki Surowcami Mineralnymi i Energią PAN

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2014

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nr 86

5--17

PL

W artykule omówiono zagadnienie dotyczące poprawy wiarygodności analizy stateczności skarp i zboczy w wyniku zastosowania metody zbiorów losowych w doborze parametrów fizyczno-mechanicznych. W praktyce inżynierskiej do analiz stateczności skarp i zboczy, przyjmuje się uśrednione wartości parametrów lub wartości najbardziej niekorzystne. Rozwiązanie takie nie jest korzystne, gdyż może prowadzić do niewłaściwego zaprojektowania konstrukcji zabezpieczenia osuwiska. Naturalna zmienność parametrów charakteryzujących ośrodek geologiczny, a zwłaszcza utworów fliszowych, oraz błędy ich oznaczenia, wskazują na potrzebę analizy zakresów ich wartości. Umożliwia to metoda zbiorów losowych, coraz szerzej wykorzystywana w rozwiązywaniu zadań geoinżynierskich. W artykule scharakteryzowano podstawy teoretyczne metody zbiorów losowych. Opracowano algorytm obliczeniowy z uwzględnieniem numerycznej analizy stateczności metodą różnic skończonych. Przedstawiono przykład analizy stateczności zbocza zbudowanego z utworów fliszu karpackiego, położonego w pobliżu zbiornika Świnna Poręba. Otrzymane wyniki różnią się od wyników obliczeń bazujących na parametrach średnich i wskazują na ich większą przydatność dla konstruktora budowlanego. W podsumowaniu podkreślono zalety i ograniczenia numerycznej analizy stateczności z wykorzystaniem metody zbiorów losowych.

EN

The article concerns improving the reliability of slope stability analysis using Random Set Theory to select the geotechnical properties. In engineering practice, when analyzing slope stability the average values or the most unfavorable parameters are assumed. Such a solution, however, is not preferred because it can lead to the design of improper protection measures against slopes. The natural variability of the parameters characterizing the geological medium, especially flysch, and the errors in their determination, indicate the need to analyze the ranges of their values. The method of Random Set Theory, increasingly used in geoengineering, makes it possible to solve that problem. This article describes the theoretical basis of Random Set Theory. It details the calculation algorithm, which incorporates numerical stability analysis based on the Finite Differences Method. Also presented is an example of stability analysis for a slope in flysch formations located near a lake in Swinna Poreba. It shows different results obtained when compared to standard calculations, and data more useful for construction engineers. In summary, the article highlights the advantages and limitations of numerical stability analysis with the use of Random Set Theory.

11

Wybrane systemy monitorujące obwałowania przeciwpowodziowe

Stanisz J., Borecka A., Leśniak A., Zieliński K.

Przegląd Geologiczny

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2014

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Vol. 62, nr 10/2

699--703

EN

Computer measuring systems based on a net a of sensors, which register selected physical parameters, could be employed to support the flood hazard management. Such systems were developed as a part of scientific projects in Denmark (IJkDijk/Macrostability) and Holland (IJkDijk Piping). The Computer System for Monitoring Levees (ISMOP) is now being contructed in Poland. For experiment purposes a reservoir comprising of two 208-metre, interconnected segments of a levee (58 m × 4.5 m, width × height) will be build. In the area of the levee there will be installed 35 sensors to measure the changes of pore water pressure, temperature, vertical strains, levels of a water table and displacements within the levee's body. Furthermore, the levee's strains will be monitored by means of standard geodetic methods and a ground-based, long-range interferometric radar (IBIS-L). The levee will also be monitored by an equipment for measuring electric resistance in the ground and a thermographic camera. An analysis of information obtained by sensors will allow for establishing an optimal method for cost-effective and successful determination of the levees' conditions during the flood and also after its appearance.

12

Wpływ gruntów nasypowych na powstanie i rozwój osuwiska

Kaczmarczyk R., Olek B., Stanisz J., Woźniak H., Pilecki Z.

Przegląd Geologiczny

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2014

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Vol. 62, nr 10/2

594--600

EN

On the basis of research and performed numerical stability analysis of two landslides, authors present issue of mass movement activated as a result of dump soils formation.The problem disscussed concern of dump soils used to build uncontrollable embankments, compensating ground surface or activate mass movement on relatively stabilized landslides according to improper liquidation by application dump soils. Significant reasons for landslides development in such conditions are instability of the soil structure, dump soil properties variability and a high sensitivity to external influences, in particular changes in moisture.

13

Metody statystyczne stosowane do wyznaczania parametrów geotechnicznych

Olek B., Woźniak H., Stanisz J.

Przegląd Geologiczny

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2014

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Vol. 62, nr 10/2

657--663

EN

The paper presents the methods of determining values of characteristic parameter. Geotechnical design is based largely on decision making under uncertainty. Currently, the biggest problem is the correct choice a save value of the parameter. In many cases, the EC7 does not specify strict form of calculation, but indicates what criteria should be checked computationally. The selection of characteristic value of geotechnical parameter is the most accurate when the statistical methods are used. This approach has proved successful in the European practice, and has been implemented for a unified standard. The choice of the appropriate method of calculation depends on many factors such as the amount of test data, statistical knowledge of the parameter or additional data from the previous research. After analyzing the available methods for estimating the value of the characteristic parameters it can be stated that the correct prediction will depend on the particular situation.

14

Możliwości rozpoznania zagrożenia osuwiskowego na podstawie obserwacji zmian ciśnienia porowego w ośrodku geologicznym

Stanisz J.

Zeszyty Naukowo-Techniczne Stowarzyszenia Inżynierów i Techników Komunikacji w Krakowie. Seria: Materiały Konferencyjne

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2013

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Nr 3(102)

351--359

PL

Pomiar ciśnienia porowego jest pomocny w rozpoznaniu położenia strefy osłabienia, a jego zmiany mogą wskazywać na powstanie powierzchni poślizgu w ośrodkach zagrożonych ruchami masowymi. W przedstawionych w pracy przykładach badań pokazano, że pomiary ciśnienia porowego pozwoliły określić strefę jego wzrostu, a tym samym strefę spadku naprężeń efektywnych i rozwoju powierzchni poślizgu. W trakcie niszczenia pierwotnej struktury ośrodka następował widoczny wzrost wartości ciśnienia porowego, a następnie jego spadek tuż po zakończeniu tego procesu. Zmiany są widoczne zwłaszcza po okresach intensywnych opadów i są związane z przepuszczalnością ośrodka gruntowego. W pracy omówiono również podstawowe zasady działania czujnika pomiaru ciśnienia porowego bazującego na przetworniku strunowym.

EN

Measurement of pore water pressure is helpful to locate the position of the zone of weakness, and its changes may indicate the formation of slip surface centres at risk of mass movements. It is shown in the paper, based on some studies, that the pore water pressure measurements have helped to determine the area where the increase of deviator stress and this way the effective stress reduction and the development of the slip surface. In the process of destroying the geological structure of the centre the apparent increase of pore pressure follows, and then it declines shortly after the end of the process. The changes are particularly evident after periods of heavy rainfall and are related to the permeability of ground. The paper also discusses the basic principles of pore pressure sensor based on a vibrating wire.

15

Arkose sandstone - a forgotten treasure of Kwaczała

Stanisz J., Ziobro A.

Geotourism / Geoturystyka

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2013

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nr 1-2

47--58

EN

In the surroundings of Krakow, there are few places where coarse carbonless rocks called the Kwaczała Arkose crop out. One of them is located near the Kwaczała countryside next to Alwernia. These deposits are unique in the scale of our country and Europe. They include silicified fragments of tree-trunks Dadoxylon. The current condition of gorges is presented in this paper. Many of them are uncared for, despite their significant scientific and educational value. An evaluation of the current outcrops' state was made. The authors also proposed how to develop the Kwaczała countryside.

PL

W okolicach Krakowa niewiele jest miejsc, gdzie odsłaniają się na powierzchni gruboziarniste osady karbońskie zwane arkozą kwaczalską. Jedno z nich znajduje się w pobliżu wsi Kwaczała obok Alwerni. Osady te są ewenementem w skali naszego kraju i Europy. Zawierają zsylifikowane fragmenty pni Dadoxylon. Aktualny stan wąwozów został przedstawiony w niniejszym artykule. Wiele z nich jest zaniedbanych mimo znacznej wartości naukowej i edukacyjnej. Ocena stanu zawiera spis aktualnych wychodni. Autorzy przedstawili również propozycje rozwoju wsi Kwaczała.

16

Wybrane zagadnienia numerycznej analizy stateczności osuwiska w Swoszowicach

Stanisz J., Pilecki Z., Woźniak H.

Technika Poszukiwań Geologicznych

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2012

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R. 51, nr 2

77--89

PL

W pracy przedstawiono wybrane zagadnienia numerycznej analizy stateczności osuwiska w Swoszowicach związane z ocena położenia i rozwoju powierzchni poślizgu. Rozważano dwa modele: podstawowy, trójwarstwowy oraz zmodyfikowany, dwuwarstwowy opracowane na podstawie podłużnego przekroju geologiczno-inżynierskiego wzdłuż osi osuwiska. W wyniku obliczeń otrzymano izoliniowe przekroje prędkości odkształcenia stycznego, pole wektorów prędkości przemieszczenia cząstek gruntu oraz wartości globalnych współczynników bezpieczeństwa. W modelu podstawowym w stanie suchym współczynnik bezpieczeństwa wynosił 1,32, a w stanie w pełni zawodnionym zmniejszył się do 1,1. W modelu zmodyfikowanym dwuwarstwowym współczynnik ten wynosił 2,42. Podobnie najmniej korzystne wartości prędkości odkształcenia stycznego uzyskano dla podstawowego modelu zawodnionego. Wyniki te pokazały, że ruch osuwiskowy dokonał się wzdłuż płytszej powierzchni poślizgu. Powierzchnia ta rozwinęła się w koronie drogi oraz między warstwami zwięzłej gliny pylastej a iłami pylastymi na głębokości od 3,8 do 6,8 m. W pracy podkreślono możliwość uaktywnienia się osuwiska wzdłuż głębszej powierzchni poślizgu w przypadku osłabienia właściwości wytrzymałościowych ośrodka. Niewątpliwie negatywny wpływ na stateczność osuwiska w Swoszowicach ma zawodnienie ośrodka gruntowego.

EN

The article presents selected aspects of numerical analysis of landslide stability in Swoszowice, related to the evaluation of development and location of the failure surface. Two models have been considered the basic, three-layer, and the modified two-layer developed of the longitudinal geological engineering cross-section along the landslide axis. In the calculation of the cross sections obtained isolines shear strain rate, field of velocity vectors of displacement of soil particles and the value of global safety factors. In the basic, dry model safety factor was 1.32, and in a state of fully hydrated decreased to 1.1. In the modified two-layer model, this ratio was 2.42. Similarly, the least favorable shear strain rate values obtained for the basic, hydrated model. These results have showed that the landslide moved along shallow failure surface. This area developed into the crown of the road and between the geotechnical layers of clay and silty clay at a depth of 3.8 to 6.8 m. The study highlighted the potential activation of deeper failure surface in the case of weakening the strength properties of the medium. Undoubtedly a hydrating of the medium has a negative impact on the global stability of the landslide.

17

Uszczelnienia gazodynamiczne w pompach

Stanisz J., Lech R.

Zeszyty Naukowe Politechniki Świętokrzyskiej. Nauki Techniczne

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2008

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Z. 10, Vol. 2

91-98

PL

Omówienie aspektów pełnej hermetyzacji pomp chemicznych z zastosowaniem uszczelnień gazodynamicznych w odniesieniu do rozwiązań opartych na tradycyjnych podwójnych uszczelnieniach stykowych.

EN

Aspect presentation of air-tight sealing in chemical pumps with implementation of gas lubricated mechanical seals in relation to solutions based on traditional double mechanical seals.

18

Pompy wirowe w chemoodpornym wykonaniu materiałowym

Stanisz J.

Pompy, Pompownie

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2004

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nr 2 (113)

66-66

PL

Stosowanie tworzyw sztucznych o coraz większej odporności na korozję pozwala rozszerzyć zakres stosowania pomp wirowych.