Wyniki wyszukiwania - BazTech

1

Failure study of weathered granite based on critical slowing down theory and acoustic emission b-value

Huang Qizheng, Zhao Kang, Yan Yajing, Wu Jun, Nie Qiang, Chen Jiale, Xiao Weiling, Wang Huiping

Archives of Civil and Mechanical Engineering

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2023

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Vol. 23, no. 3

art. no. e196, 2023

EN

To investigate the precursor characteristics of failure of weathered granite (WG), we conducted uniaxial compression tests on WG specimens using the RMT-150C rock mechanics testing system and the PCI-II acoustic emission (AE) device. We analyzed the AE parameters based on the critical slowing down (CSD) and AE b-value theoretical methods. The study shows that the peak strain value of WG under uniaxial compression is < 1% and the stress falls off rapidly after the peak, and the specimen mainly undergoes brittle failure. The failure process can be divided into four stages: compression stage, elastic deformation stage, plastic development stage, and post-peak failure stage, in which the compression stage lasts longer. The ringing count rate and its cumulative amount can effectively indicate the process of WG failure during loading. As the failure nears, microcracks within the WG accumulate and expand, leading to the appearance of macroscopic cracks. At the same time, the cumulative ringing count rate increases rapidly while the ringing count rate converges to the peak. Furthermore, the rapid increase of autocorrelation coefficient and variance obtained from the CSD theory analysis of ringing counts can be used as a precursor signal of WG failure. The “inflection point” before the sharp rise of the variance curve can be regarded as an early warning point of failure. Based on the characteristic that the b-value shows a large rate fluctuation decrease before the failure of WG, the autocorrelation coefficient and variance variation law obtained by CSD theory and the early warning point are analyzed simultaneously with the b-value variation law, which can accurately grasp the failure characteristics of WG in mines.

2

Deformation and failure laws and acoustic emission characteristics of low‑strength molybdenum ore

Zhao Kang, Yang Jian, Song Yufeng, Wang Qing, Zhao Kangqi, Ji Yongbo

Archives of Civil and Mechanical Engineering

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2023

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Vol. 23, no. 2

art. no. e74, 2023

EN

Uniaxial compression acoustic emission (AE) tests were conducted on low-strength molybdenum ore (LSMO) to investigate its deformation and failure laws and AE characteristics. The stress-strain curve and AE parameter data of LSMOs were obtained by uniaxial compression AE test, and the relationships of stress, AE parameter, amplitude fractal dimension, and AE b value with loading time were analyzed accordingly to obtain the general law of their deformation and failure and a series of AE characteristics. The research shows that under the action of uniaxial stress, the failure mode of LSMOs mainly shows brittle failure, and the failure form mainly shows monoclinic shear failure. The stress-strain curve shows obvious plastic-elastic deformation, the plastic deformation time is long, and the division of each stage of deformation failure is not obvious. The simultaneous occurrence of large surges in ringing count and energy to higher orders of magnitude can be used as precursor information for failure destabilization of LSMOs. The evolution process of AE parameters of LSMO corresponds well with its deformation and failure process, and the variation pattern of ringing counts and energy shows a high consistency. With increasing stress, the amplitude correlation dimension and b value are mainly in the form of "falling-rising-falling-fluctuating". The results of the study can provide some theoretical basis for the assessment of the stability of the mine surrounding rock and the determination of a reasonable and effective reinforcement plan.

3

Study on uniaxial impact compression characteristics of basalt fiber cement soil

Cao Hai, Zhang Xiangyang

Archives of Civil Engineering

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2022

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Vol. 68, nr 1

667--678

EN

In order to study the dynamic mechanical properties of cement soil, uniaxial impact compression tests with different strain rates of cement soil with no fiber and with 0.2% basalt fiber were carried out by using a 50 mm steel split Hopkinson pressure bar device. The test results show that the impact compressive strength, dynamic increase factor and peak strain increase with the increase of strain rate under the same basalt fiber content, showing obvious strain rate effect. The dynamic stress-strain curve of basalt fiber cement soil underwent elastic deformation stage, plastic deformation stage and failure stage. With the increase of strain rate, the degree of fracture of cement soil samples gradually increases, which shows that the number of fragments increases, the size decreases and tends to be uniform. After adding basalt fiber in cement soil, the crack can be delayed, the degree of fracture is smaller than that without fiber and the plasticity of the samples is enhanced. It shows that basalt fiber can improve the impact compressive strength of cement soil.

4

Analysis of uniaxial compression of rock mass with parallel cracks based on experimental study and PFC2D numerical simulation

Yang Jie, Chen Haijun, Liangxiao Xiong, Xu Zhongyuan, Zhou Tao, Yang Changheng

Archives of Civil Engineering

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2022

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Vol. 68, nr 1

111--128

EN

In this study, the uniaxial compression test and the numerical simulation of the two-dimensional particle flow code (PFC2D) were used to study the mechanical properties and failure laws of rock masses with parallel cracks. The experiment considers the influences of crack length (l), crack angle (β1L β2), and numerical changes in the rock bridge length (ℎ) and bridge angle (α) on failures of rock-like specimens. The results indicate that the uniaxial compressive strength (UCS) of the rock-like specimens with parallel cracks decreases with increasing l under different α values. The smaller angle between the preset crack and the loadinging direction (β) resulting in higher UCS. In addition, a larger ℎ results in higher UCS in the specimen. When β1 or β2 is fixed, the UCS and elastic modulus of the specimen show an ‘M’ shape with an increase in α. Moreover, the crack growth or failure mode of samples with different l values is similar. When β1 or β2 is small, the failure of the specimen is affected by the development and expansion of wing cracks. If one of β1 and β2 is large, the failure of the specimen is dominated by the expansion and development of the secondary cracks which is generated at the tip of the prefabricated crack. Furthermore, when the angle between the prefabricated crack and the loading direction is β1 = 0º, the rock bridge is less likely to reach penetration failure as ℎ increases. Secondary crack connections between the prefabricated cracks occur only when α is small.

5

A nonlinear statistical empirical model for transversely isotropic rocks under uniaxial compression condition

Deng Yansheng, Shen Chenjie, Zou Baoping

Archives of Civil Engineering

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2022

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Vol. 68, nr 3

37--47

EN

The mechanical characteristics of transversely isotropic rocks are significantly different under various levels of inclination, and it is difficult to describe exactly the mechanical behaviour of transversely isotropic rocks. Assuming that rock consists of a great deal of microelements, and the microelement strength controlled by Mohr-Coulomb criterion follows the log normal distribution. The elastic modulus is used to reflect the anisotropy of rock, and the weak patches stiffness model is verified and employed to depict the variation of elastic modulus with different inclination angle. Based on basic damage mechanics theory and statistical method, a nonlinear statistical empirical model for transversely isotropic rocks is proposed under uniaxial compressive condition. In order to verify the correctness of the proposed model, comparison analyses between predicted results and experimental data taken from published literature are carried out, which have good consistency. Finally, the discussions on the influences of the distribution parameters α, c and elastic modulus with different inclination angle, Eθ, on proposed model is offered.

6

Assessment and verification of correlations in CPTu testing on the example of soil from the Wroclaw surroundings (Poland)

Tankiewicz Matylda, Bagińska Irena

Archives of Mining Sciences

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2021

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Vol. 66, no. 2

313--327

EN

The paper presents the results of a series of Cone Penetration Test CPTu performed near the city of Wroclaw (Poland). The tests were carried out in 13 testing points located in close distance to each other. To verify the results of the penetration tests, fine-grained soil samples from selected depths were taken for laboratory tests. The study focuses on the evaluation of soil type, unit weight, and undrained shear strength cu, and compression index Cc. The grain size distribution of the soil and its mechanical parameters on the basis of a uniaxial compression and an oedometer tests were estimated. A comparison of laboratory and CPTu for selected values is presented. Determination of soil type was carried out on the basis of ISBT and IC values and good agreement with the granulometric composition was found. For undrained shear strength, commonly used correlations based on Nk, Nkt and Nke were adopted. However, the values obtained from the CPT are significantly lower than the results from laboratory tests. Therefore, values of cone factors suitable for investigated soil type and reference test were proposed. In the case of the compression index, the coefficient values βc and αm obtained agreed with those available in the literature. The findings presented in the paper indicate that laboratory tests remain necessary to identify soil properties from CPTu. The presented results are also a contribution to the knowledge of local soil conditions in the Lower Silesia area (Poland).

7

Scale effect of cement mortar specimens subjected to high temperatures using uniaxial compressive and splitting tensile tests

Xiong L. X., Zhang X. J., Xu Z. Y., Geng D. X.

Archives of Civil Engineering

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2020

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Vol. 66, nr 3

139--155

EN

In this study, cubic and cylindrical cement mortar specimens were first subjected to high temperatures, then the cubic and cylindrical specimens were taken out and conducted with uniaxial compressive test and splitting tensile test, respectively. The effect of the length to side ratio on the uniaxial compressive properties and the effect of thickness-to-diameter ratio on the splitting tensile properties of cement mortar specimens after high temperature were studied. Test results show that: (1) With temperature increasing from 25 ºC (room temperature) to 400 ºC, the compressive strength and elastic modulus of cubic specimens with three kinds of side lengths decrease; the decreasing rates of compressive strength and elastic modulus of cubic specimen with side length of 70.7 mm is higher than those of cubic specimens with side length of 100 mm and 150 mm, and the strain at the peak stress of cubic specimens with three kinds of side lengths increase. (2) After the same temperature, the tensile strength of cylindrical specimen decreases with the thickness-to-diameter ratio increasing from 0.5 to 1.0. The decreasing rate of tensile strength of cylindrical specimen with thickness-to-diameter ratio is highest when the temperature is 25 ºC (room temperature), followed by that after the temperature of 200 ºC, and that after the temperature of 400 ºC is the lowest.

8

A study of failure analysis of composite profile with open cross-section under axial compression

Różyło P.

Composites Theory and Practice

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2018

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R. 18, nr 4

210--216

EN

The paper presents an experimental and numerical study investigating the load carrying capacity of thin-walled composite structures with an omega-shaped cross-section subjected to axial compression. The tested profile was made of carbon-epoxy laminate with symmetrical arrangement of the layers [0/90/0/90]s. The experimental tests were performed on a universal testing machine - Zwick Z100, under full load conditions until total failure of the structure. The post-critical equilibrium paths of the construction were determined, defining the relationship between compressive load and deflection and enabling the FE models to be validated. Based on the obtained post-critical equilibrium paths, the critical load of the construction was determined using well-known approximation methods. Simultaneously, numerical analysis was carried out by the finite element method using Abaqus® software. The critical state was determined via linear eigenvalue analysis, and the critical load and corresponding first buckling mode were estimated. The next stage of numerical analysis involved solving the nonlinear stability problem of the structure with initialized geometric imperfection reflecting the first buckling mode of the composite material. The geometrically non-linear problem was solved by the Newton-Raphson method. The load capacity of the composite profile in the post-buckling state was determined by the progressive failure criterion which estimates damage initiation in the composite material using the Hashin criterion. Progressive failure analysis is described with the energy criterion describing the stiffness degradation of finite elements. The obtained numerical simulation results showed very high correspondence with the presented experimental results conducted on real structures, which confirms the precise preparation of the developed numerical models of the composite structures.

PL

Praca dotyczy numeryczno-doświadczalnego badania nośności cienkościennych struktur kompozytowych o omegowym kształcie przekroju poprzecznego poddanych osiowemu ściskaniu. Profile wykonano z kompozytu węglowo-epoksydowego o symetrycznym układzie warstw względem płaszczyzny środkowej. W ramach przeprowadzonych badań rozpatrzono układ o krzyżowej konfiguracji ułożenia warstw laminatu [0/90/0/90]s. Badania eksperymentalne przeprowadzono z wykorzystaniem uniwersalnej maszyny wytrzymałościowej Zwick Z100 w pełnym zakresie obciążeń, aż do całkowitego zniszczenia konstrukcji. Badania numeryczne stanu krytycznego z zastosowaniem liniowej analizy zagadnienia własnego miały na celu wyznaczenie postaci wyboczenia oraz wartości obciążenia krytycznego. Kolejny etap symulacji numerycznych obejmował rozwiązanie zagadnienia nieliniowej stateczności konstrukcji z zainicjowaną najniższą postacią wyboczenia. Zagadnienie geometrycznie nieliniowe prowadzono z wykorzystaniem przyrostowo-iteracyjnej procedury Newtona-Raphsona, wykorzystując jako narzędzie do obliczeń numerycznych program ABAQUS® . Obliczenia numeryczne utraty nośności konstrukcji przeprowadzono za pomocą implementacji algorytmu progresywnego kryterium zniszczenia (uwzględniając degradację sztywności elementów skończonych), w oparciu o uprzednio uwzględnione inicjacyjne kryterium zniszczenia Hashina. Otrzymane wyniki symulacji numerycznych wykazywały bardzo wysoką zgodność z prezentowanymi wynikami badań eksperymentalnych, prowadzonych na rzeczywistych strukturach. Wysoka zbieżność wyników świadczy o precyzyjnym przygotowaniu modelu MES.

9

Mechanical behavior of an opening in a jointed rock-like specimen under uniaxial loading: Experimental studies and particle mechanics approach

Cao R. H., Cao P., Lin H., Ma G. W., Fan X., Xiong X. G.

Archives of Civil and Mechanical Engineering

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2018

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Vol. 18, no. 1

198--214

EN

Generally, in many cases of rock engineering, the openings often constructed in rock-mass containing non-persistent joints. However, comparing with the previous works, few studies investigate the failure or damage due to the crack propagation and coalescence around an opening. Based on the uniaxial compression tests and particle flow code (PFC) the interaction effect of opening and joints on the crack coalescence behavior around an opening are investigated in this study. From the view of experimental and numerical results, strength parameters are mainly effected by joints (inclination and distance). Specifically, the uniaxial compressive strength of jointed specimen (UCSJ) and elastic modulus of jointed specimen (EJ) of specimens decrease for 0° ≤ α ≤ 45° and increase for α > 45°. UCSJ and EJ increases with increasing joint distance (d) for all joint inclination angel (α) values, with the highest and lowest strengths obtained for d = 50 mm and d = 20 mm, respectively. The opening has a great influence on the failure mode of jointed specimen. Unlike previous results, in this study, jointed specimens present four new kinds of failure modes: Mode-I (horizontally symmetrical splitting failure); Mode-II (stepped failure at opening sides); Mode-III (failure through a plane); Mode-IV (mixed failure). The strength parameters and failure modes in the numerically simulated and experimental results are in good agreement, and the results are expected to be useful in predicting the stability of an opening in a non-persistently jointed mass.

10

Experimental investigation of the strength and failure behavior of layered sandstone under uniaxial compression and Brazilian testing

Yin P.-F., Yang S.-Q.

Acta Geophysica

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2018

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Vol. 66, no. 4

585--605

EN

As a typical inherently anisotropic rock, layered sandstones can differ from each other in several aspects, including grain size, type of material, type of cementation, and degree of compaction. An experimental study is essential to obtain and convictive evidence to characterize the mechanical behavior of such rock. In this paper, the mechanical behavior of a layered sandstone from Xuzhou, China, is investigated under uniaxial compression and Brazilian test conditions. The loading tests are conducted on 7 sets of bedding inclinations, which are defined as the angle between the bedding plane and horizontal direction. The uniaxial compression strength (UCS) and elastic modulus values show an undulatory variation when the bedding inclination increases. The overall trend of the UCS and elastic modulus values with bedding inclination is decreasing. The BTS value decreases with respect to the bedding inclination and the overall trend of it is approximating a linear variation. The 3D digital high-speed camera images reveal that the failure and fracture of a specimen are related to the surface deformation. Layered sandstone tested under uniaxial compression does not show a typical failure mode, although shear slip along the bedding plane occurs at high bedding inclinations. Strain gauge readings during the Brazilian tests indicate that the normal stress on the bedding plane transforms from compression to tension as the bedding inclination increases. The stress parallel to the bedding plane in a rock material transforms from tension to compression and agrees well with the fracture patterns; ‘‘central fractures’’ occur at bedding inclinations of 0–75, ‘‘layer activation’’ occurs at high bedding inclinations of 75–90, and a combination of the two occurs at 75.

11

Zastosowanie mikrotomografii komputerowej do oceny ewolucji sieci spękań w materiałach kruchych

Łydżba D., Pachnicz M., Rajczakowska M., Różański A., Sobótka M., Stefaniuk D.

Materiały Budowlane

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2017

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nr 6

48--49

PL

W artykule przedstawiono analizę wyników badania w mikrotomografie komputerowym sieci spękań w próbkach skalnych, poddanych testom jednoosiowego ściskania. Próbki były skanowane w mikrotomografie komputerowym przed testem, następnie po obciążeniu siłą o wartości 40 – 50% siły niszczącej, a także po osiągnięciu granicy makrodylatancji (lub granicy wytrzymałości). Analiza uzyskanych trójwymiarowych obrazów skanowania pozwoliła opisać w sposób ilościowy morfologię sieci spękań: porowatość, rozkłady przestrzenne szerokości spękań i krętości, a także wskaźnik SMI (ang. structure model index). Znajomość wymienionych wielkości jest przydatna przy określaniu parametrów przepuszczalności badanego materiału.

EN

The paper presents the analysis of crack network development induced in rock samples, subjected to uniaxial compression. The samples were scanned using micro-computer tomography after three stages of load: before loading, after application of a force equal to 40–50% of ultimate limit and, finally, after reaching microdilatancy threshold (or ultimate limit force). The analysis of acquired 3D images at every loading stage included fracture network segmentation and determination of chosen quantities describing its morphology: porosity (fraction of void space), spatial distribution of fracture aperture, tortuosity as well as structure model index (SMI). The parameters can be used to determine permeability parameters of cracked material.

12

Auxetic polyurethane foams – method for determining a softening point

Lisiecki J.

Aviation Advances & Maintenance

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2017

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Vol. 40, Issue 2

5--21; 22--38

EN

The article described selected methods for determining a softening point of plastics (polymers). The way of determining a softening point of polyurethane foams was suggested. Moreover, the influence of annealing temperature of an auxetic polyurethane foam on its volume was presented.

13

Energy-based analysis of permanent strain behaviour of cohesive soil under cyclic loading

Sas W., Głuchowski A., Bursa B., Szymański A.

Acta Geophysica

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2017

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Vol. 65, no. 2

331--344

EN

In this paper the original results of uniaxial cyclic compression test on cohesive soil are presented. The shakedown phenomena in cohesive soil are described. Energy-based method highlights the change of soil material behaviour from plastic shakedown through plastic creep shakedown to incremental collapse. The samples were cyclically loaded under undrained conditions with the constant amplitude of stress in one-way test procedure. In this study the energy-based method was presented as a proper method to categorise response of cohesive soil to cyclic loading in uniaxial conditions. A shakedown criterion factor, SE, was introduced to help understand the shakedown phenomena in cohesive soil. In cohesive soils the absence of a limit between plastic shakedown and plastic creep shakedown was pointed out.

14

Udział fazy mineralnej w stabilizacji podłoża torfowego cementem

Topoliński S., Kumor M. K.

Materiały Budowlane

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2016

|

nr 8

106--107

PL

W artykule przedstawiono wybrane wyniki badań laboratoryjnych wytrzymałości kompozytu grunt organiczny-spoiwo cementowe na jednoosiowe ściskanie w zależności od ilości dodawanego spoiwa i zawartości substancji organicznej. Badano 20 różnych receptur, w przypadku których zmiennymi niezależnymi były: zawartość substancji organicznej Iom (20 ÷ 84,40%) i stosunek dodawanego cementu do suchej masy gruntu mc/ms (0,75 ÷ 2,75). Analiza uzyskanych wyników badań wytrzymałości pokazuje, że istnieje ścisły związek fizyczny między właściwościami geotechnicznymi składników a wytrzymałością na jednoosiowe ściskanie mieszanek grunt organiczny-spoiwo cementowe.

EN

The paper presents some of research results obtained to evaluate the effectiveness of the use of cement to strengthen the weak soil having different organic matter content. The study included 20 different mixture recipes, which independent variables were: organic matter content Iom (20 ÷ 84.40%) and the ratio of added cement to the dry weight of soil mc/ms (0.75 ÷ 2.75). Analysis of the obtained strength tests results shows that there is a close physical relationship between the geotechnical properties of the components and the parameter of uniaxial compressive strength of the organic soil-cement binder mixture.

15

Modelowanie jednoosiowego rozciągania i ściskania betonu na poziomie kruszywa

Suchorzewski J., Nitka M., Tejchman J.

Przegląd Budowlany

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2015

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R. 86, nr 11

22--25

PL

Artykuł przedstawia wyniki modelowania betonu na poziomie kruszywa podczas ściskania i rozciągania jednoosiowego za pomocą metody elementów dyskretnych. Beton opisany został jako materiał 4-fazowy złożony z kruszywa, zaprawy cementowej, makroskopowych porów oraz stref przejściowych między kruszywem a zaprawą. Obliczenia dwuwymiarowe wykonano dla próbki kwadratowej 10×10 cm2 (ściskanie) oraz w kształcie kości psa 10×15 cm2 z przewężeniem w środku równym 6 cm (rozciąganie). Wyniki numeryczne porównano bezpośrednio z wynikami doświadczalnymi. Krzywe naprężenie-odkształcenie w obliczeniach numerycznych były podobne jak krzywe doświadczalne.

EN

The article presents the results of modeling process pertaining the crushed concrete material during compression and stretching in a single axis, with the use of the discrete elements method. Concrete is described as a 4-phase material consisting of aggregate, cement mortar, macroscopic pores and transition zones, between the crushed aggregate and the mortar. The two-dimensional calculations have been carried out for two square samples (10x10 sq. cm – compression) and in case of a bone-shaped sample, with dimensions of 10 x 15 sq cm, with a 6 cm narrow part in the middle (stretching). Numerical data was directly compared with the experimental results. The functions between deformation and stress, in the numerical calculations, matched the experiment results.

16

Crushing Schemes in the Processes of Crushing and Cutting of Brittle Materials

Ciężkowski P., Gniadek M.

Machine Dynamics Research

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2015

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Vol. 39, No. 4

85-92

EN

This paper is about laboratory tests of crushing schemes of brittle materials. Tests were carried out in two stages. First stage involved tests of uniaxial compression of limestone using different types of punches. Second stage involved cutting limestone (same as used in first stage) using cutting tools of different shape. Tested cutting tools had shapes based on tools commonly used in milling machines designed for road construction. In conclusion elementary processes of crushing and cutting were compared in relation to observed similarities in crushing schemes.

17

Characterization of the uniaxial compression behaviour of unreinforced masonry - sensitivity analysis based on a numerical and experimental approach

Sousa R., Guedes J., Sousa H.

Archives of Civil and Mechanical Engineering

|

2015

|

Vol. 15, no. 2

532--547

EN

Experimental testing of masonry is a difficult, expensive and time consuming process, involving the use of large facilities and a significant number of samples to achieve representative results. On the contrary, computer simulations are practical tools that avoid most of the previous disadvantages. However, such tools are based on experimental evidences and demand experimental results to be validated. These aspects motivated the development of strategies based on numerical models and experimental tests. However, numerical sensitivity analyses based on this approach to predict the behaviour of masonry are not easily found or developed. The main objective of this work is to perform a sensitivity analysis by using computer simulations of laboratory tests to predict the compressive behaviour of unreinforced concrete masonry made from materials with different mechanical properties and geometrical layouts. A three dimensional micro-modelling with continuous finite elements and an elastic–plastic damage constitutive model were used to simulate the masonry behaviour. This numerical model was previously calibrated and validated through experimental data obtained from a small number of laboratory tests. The results obtained showed accuracy and a good agreement with the known aspects of the compressive behaviour of masonry, demonstrating the ability to perform numerical sensitivity analyses with few laboratory resources.

18

Onset of crack initiation in uniaxial and triaxial compression tests of dolomite samples

Cieślik J.

Studia Geotechnica et Mechanica

|

2014

|

Vol. 36, nr 1

23--27

EN

The paper presents results of laboratory investigation and analysis of crack initiation threshold identification of dolomite samples. First, selected methods for determining crack initiation thresholds are briefly described with special attention paid to four methods: crack volume strain method [14], change in Poisson’s ratio [8], lateral strain response method [16], and dilatancy method [4]. The investigation performed on dolomite samples shows that for the uniaxial and conventional triaxial compression tests, the above mentioned methods give quite similar values, except for the crack volume strain method. Crack initiation threshold determined by this method has a distinctively lower value than that obtained by the other methods. The aim of the present paper was to review and assess these methods for identifying crack initiation threshold based on laboratory tests of dolomite samples.

19

The Identfication Procedure for The Constitutive Model of Elasto-Viscoplasticity Describing the Behaviour of Nanocrystalline Titanium

Nowak Z., Perzyna P.

Engineering Transactions

|

2014

|

Vol. 62, iss. 3

221--240

EN

The main objective of the present paper is the description of the behaviour of the ultrafinegrained (UFG) titanium by the constitutive model of elasto-viscoplasticity with the development of the identification procedure. We intend to utilize the constitutive model of the thermodynamical theory of elasto-viscoplasticity for description of nanocrystalline metals presented by Perzyna [21]. The identification procedure is based on experimental observation data obtained by Jia et al. [11] for ultrafine-grained titanium and by Wang et al. [25] for nanostructured titanium. Hexagonal close-packed (hcp) ultrafine-grained titanium processed by sever plastic deformation (SPD) has gained wide interest due to its excellent mechanical properties and potential applications as biomedical implants.

20

Scalar damage variable determined in the uniaxial and triaxial compression conditions of sandstone samples

Cieślik J.

Studia Geotechnica et Mechanica

|

2013

|

Vol. 35, nr 1

73--84

EN

The article is based on the results of uniaxial and triaxial compression tests, performed on Wustenzeller sandstone. An overview of the possible definitions of damage variable describing the process of damage development on the basis of various hypotheses has been presented in the first part of the article. In the main part of the article the author has presented the results of laboratory investigations, where the state of damage and its changes in rock samples under uniaxial and triaxial compression conditions were being observed. Using a modified procedure of triaxial tests, a definition of damage variable, determined on the basis of changes of volumetric stiffness of an examined rock, has been developed. Damage variable defined this way, in relation to a variable determined on the basis of axial stiffness changes, points to some anisotropy effects of damage phenomenon. The results obtained from both methods have been compared whereas the relations determining the evolution of damage variable in the loading process have been established.