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Relevant bibliographies by topics / Direct shear testing

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Academic literature on the topic 'Direct shear testing'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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Journal articles on the topic "Direct shear testing"

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Stasiak, M., and M. Molenda. "Direct shear testing of flowability of food powders." Research in Agricultural Engineering 50, No. 1 (February 8, 2012): 6–10. http://dx.doi.org/10.17221/4919-rae.

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The flow properties were determined for two groups of food powders used in industry: cereal powders and non-starch powders. Materials were different in mean sizes of particles d* ranging from 0.033 mm for potato flour to 4.449 mm for oatmeal. Experiments were performed in 60 mm in diameter direct shear tester (Jenike shear tester) for four values of consolidating stress <sub>r</sub>: 30, 60, 80 and 100 kPa. The highest values of flow function (FF) and the widest range of its variability (ranging from 0.5 kPa to 35 kPa) were found in the case of pearl barley groats. For the non-starch powders values of FF were more stable and did not exceed a limit characteristic for easy flowing materials. The highest values of FF in the group of the non-starch materials were obtained for icing sugar (from 19 kPa to 24 kPa) while the lowest found were values of FF for salt (from 3 kPa to 7 kPa). Powdered milk and potato flour showed the widest variability of FF values within the non-starch materials.

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Drnevich, VP, KJ Gan, and DG Fredlund. "Multistage Direct Shear Testing of Unsaturated Soils." Geotechnical Testing Journal 11, no. 2 (1988): 132. http://dx.doi.org/10.1520/gtj10959j.

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Suits, L. D., T. C. Sheahan, GA Miller, and TB Hamid. "Interface Direct Shear Testing of Unsaturated Soil." Geotechnical Testing Journal 30, no. 3 (2007): 13301. http://dx.doi.org/10.1520/gtj13301.

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Franklin, J. A. "Direct shear machine for testing rock joints." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 22, no. 6 (December 1985): 193. http://dx.doi.org/10.1016/0148-9062(85)90223-2.

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Meehan, Christopher L., Thomas L. Brandon, J. Michael Duncan, and Binod Tiwari. "Direct shear testing of polished slickensided surfaces." Landslides 7, no. 2 (February 13, 2010): 157–67. http://dx.doi.org/10.1007/s10346-010-0199-7.

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Tang, Chien-Ting, Roy H. Borden, and Mohammed A. Gabr. "A Simplified Direct Shear Testing Procedure to Evaluate Unsaturated Shear Strength." Geotechnical Testing Journal 41, no. 2 (January 5, 2018): 20150161. http://dx.doi.org/10.1520/gtj20150161.

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Selig, ET, and JA Franklin. "A Direct Shear Machine for Testing Rock Joints." Geotechnical Testing Journal 8, no. 1 (1985): 25. http://dx.doi.org/10.1520/gtj10853j.

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Kondo, Hiroshi, Yoshiaki Noda, and Noboru Sugiyama. "Trial production of dynamic direct shear testing apparatus." Journal of Terramechanics 24, no. 1 (January 1987): 120. http://dx.doi.org/10.1016/0022-4898(87)90092-9.

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Barla, G., M. Barla, and M. E. Martinotti. "Development of a New Direct Shear Testing Apparatus." Rock Mechanics and Rock Engineering 43, no. 1 (March 20, 2009): 117–22. http://dx.doi.org/10.1007/s00603-009-0041-5.

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Shibuya, S., T. Mitachi, and S. Tamate. "Interpretation of direct shear box testing of sands as quasi-simple shear." Géotechnique 47, no. 4 (September 1997): 769–90. http://dx.doi.org/10.1680/geot.1997.47.4.769.

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Dissertations / Theses on the topic "Direct shear testing"

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Szymakowski, Jerry. "Direct shear testing of jointed soft rock masses." Monash University, Dept. of Civil Engineering, 2003. http://arrow.monash.edu.au/hdl/1959.1/9573.

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Larsson, Jörgen. "Quality aspects in direct shear testing of rock joints." Licentiate thesis, KTH, Jord- och bergmekanik, 2021. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-294801.

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The stability of rock masses is influenced by the occurrence of rock joints. Therefore, the shear strength of rock joints must be considered in dimensioning of underground constructions. One way to predict the shear strength is through usage of failure criteria, which are validated from results of direct shear tests under controlled laboratory conditions. Consequently, the quality of the results from the tests are crucial to the accuracy with which the criteria will be able to predict the shear strength. Since rock joints are unique by nature usage of replicas (man-made copies of rock joints) is of importance in parameter studies. The overall objective of this work is to facilitate the development of improved criteria for predictions of the shear strength of rock joints. To support this objective, two sources of uncertainty have been investigated, namely the geometry of replicas and the influence of the normal stiffness of test systems. Two quality assurance parameters for evaluation of geometrical differences between replicas and rock joints based on scanning data have been derived. The first parameter describes the morphological deviations. The second parameter describes the deviations in orientation with respect to the shear plane. The effective normal stiffness approach, which compensates for the influence of the normal stiffness of the test system indirect shear testing, has been developed, validated, and applied. With help of the quality assurance parameters it is demonstrated that it is possible to reproduce replicas within narrow tolerances. Application of the effective normal stiffness approach basically eliminates the normal load error. In all, the results support generation of improved quality of test data and consequently, the development of shear strength criteria with improved accuracy will also be facilitated.
Bergmassors stabilitet påverkas av bergssprickor. Bergssprickors skjuvhållfasthet behöver därför beaktas vid fastställandet av vilka laster berganläggningar skall dimensioneras mot. Skjuvhållfastheten predikteras bland annat med hjälp av brottkriterier, vilka valideras med hjälp av resultaten från skjuvtester i kontrollerad laboratoriemiljö. Kvaliteten på resultaten från testerna är därför av avgörande betydelse för med vilken noggrannhet kriterierna kommer att kunna prediktera skjuvhållfastheten. Det övergripande målet med detta arbete är att underlätta utvecklingen av förbättrade kriterier för prediktioner av bergssprickors skjuvhållfasthet. Som ett bidrag till att uppnå detta mål har två osäkerhetsfaktorer undersökts, nämligen geometrin av replikor (kopior) av bergssprickor och inverkan av testsystems normalstyvhet. Två kvalitetssäkringsparametrar för utvärdering av de geometriska skillnaderna mellan replikor och bergprov baserade på skanningdata har tagits fram. Den första parametern beskriver de morfologiska avvikelserna. Den andra parametern beskriver avvikelserna i orientering med avseende på skjuvplanet. Ett tillvägagångssätt med en effektiv systemnormalstyvhet, vilken kompenserar för inverkan av testsystemets normalstyvhet, har utvecklats, validerats och tillämpats. Med hjälp av kvalitetssäkringsparametrarna påvisas att det ar möjligt att reproducera replikor inom snäva toleranser. Genom tillämpning av tillvägagångssättet med en effektiv normalstyvhet kan felet i normallast i princip elimineras. Sammantaget stödjer resultaten framtagning av testdata med förbättrad kvalitet och därigenom underlättas även utvecklingen av skjuvhållfasthetskriterier med förbättrad noggrannhet.

QC 210518

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Cheng, Pei-fen Caral, and 鄭佩芬. "Project report on direct shear tests for rock joints." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2002. http://hub.hku.hk/bib/B42576659.

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Saffari-Shooshtari, Nader. "Constant normal stiffness direct shear testing of chalk-concrete interfaces." Thesis, University of Surrey, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.328819.

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Cox, Melissa Reiko Brooke. "The Influence of Grain Shape on Dilatancy." Diss., The University of Arizona, 2008. http://hdl.handle.net/10150/195563.

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Grain shape is a key factor affecting the mechanical properties of granular materials. However, grain shape quantification techniques to distinguish one granular material from another have not reached a stage of development for inclusion in modeling the behavior of granular materials. Part of the problem is the equipment of choice for grain shape measurement is the scanning electron microscope. This is a relatively expensive and complex device. In this research, a practical approach using light microscopy to quantify grain shape and to identify the key shape parameters that can distinguish grains was investigated. A light microscope was found to produce grain images with sufficient quality for the purpose of observing the grain shape profile. Several grain shape parameters were determined for eight different sands - four sands chosen for this study and four sands from an outside source. Six of these - Circularity, Roundness, Sphericity, Aspect Ratio, Compactness and ModRatio - are shown to be the key shape parameters that differentiate these sand grains.Relationships between the six key grain shape parameters and dilatancy were developed to enable a better understanding of the mechanics of granular materials and for potential use in practice. Data to build the relationships were obtained using a light microscope, digital image processing software (ImageJ), and direct shear tests on four uniform sands composed of grains with varying, somewhat-homogeneous, shape profiles - ranging from very rounded grains in one granular conglomerate to very angular shaped grains in another.A Weighted Single Sand Shape Factor (WSSSF) was derived from all of the six key shape parameters was developed using Weighted Factor Analysis. A good correlation was found to exist between dilatancy and WSSSF. The correlation also incorporates normal effective stress, relative density and the critical state friction angle. Verification was conducted through the introduction of a subangular to subrounded sand that was not used in building the correlation. The correlation proved to provide a good estimate of the dilatancy of sands based on the physical properties of grains and the applied loading.

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Toufigh, Vahid. "Testing and Evaluation of Confined Polymer Concrete Pile with Carbon Fiber Sleeve." Diss., The University of Arizona, 2013. http://hdl.handle.net/10150/293492.

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The goal of this research is to investigate the behavior of polymer concrete confined with a carbon fiber sleeve used as a pile foundation. To evaluate the behavior of a confined polymer concrete pile in this research, four steps was considered. The first step of this investigation considered the mix design of polymer concrete, polymer concrete is a new material which is a combination of epoxy resin and aggregate. Instead of using a traditional mix of cement and water to make concrete, epoxy resin is used. Three dissimilar varieties of aggregate are mixed with different ratios in order to reach the maximum bulk density to obtain the maximum strength. After discovering the optimum ratio which gives the maximum bulk density, several samples of the aggregate are mixed with different ratios of epoxy resin. Next, the samples are investigated in a compression test to observe which ratios have the maximum strength and this ratio is used for a polymer concrete mix design to create a pile foundation. The pile is a built using a cast in place method and confined with a sleeve of carbon fiber. The second part of this investigation determined the structural mechanical properties of confined polymer concrete pile material. The unconfined and confined polymer concrete was tested in compression to determine compressive strength and stress-strain behavior. Similar tests were conducted on unconfined and confined cement concrete for comparison between these materials. Additional tension tests were conducted on unconfined polymer concrete. Then, a carbon fiber sleeve was tested in compression test to determine tensile strength and tension stress-strain behavior. After these tests, the confined polymer concrete is modeled in the computer program MATTCAD which is used to calculate the theoretical bending moment capacity and load-displacement curve. Finally, the confined polymer concrete is tested with the MTS 311 Load Frame in three point load flexure test to determine the experimentally bending moment capacity, load-displacement curve and compare with theoretical results. Confined polymer concrete was tested in one and two way cyclic loading to observe the ductility behavior of this material as laterally loaded piles and compared with cement concrete results in cyclic loading. The third part of this investigation determined the geotechnical mechanical properties of confined polymer concrete pile material. Cyclic Multi Degree of Freedom (CYMDOF) device was used to determine interface reaction and friction angle between confined polymer concrete and soil with interface shear test theory method. Furthermore, the same device was used to determine the friction angle of soil with direct shear test theory, and compare the friction angle results together. The last part of this investigation considered the behavior of different sized confined polymer concrete pile in different types of soil. A confined polymer concrete pile was modeled into PLAXIS and OPENSEES PL computer software to analysis pile in axial load and lateral load respectively. Furthermore, a cement concrete pile was modeled with similar software and conditions to compare these two materials.

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Abreu, Ana Elisa Silva de. "Investigação geofísica e resistência ao cisalhamento de resíduos sólidos urbanos de diferentes idades." Universidade de São Paulo, 2015. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-03082015-115017/.

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Este trabalho apresenta a caracterização in situ de propriedades de interesse geotécnico de maciços de resíduos sólidos urbanos (RSU) e o estudo das propriedades de resistência ao cisalhamento de RSU com diferentes idades. Foram realizadas investigações por sondagens e com métodos geofísicos sísmicos no Aterro Sanitário de São Carlos (ASSC) e ensaios de cisalhamento direto de grandes dimensões (50x50 cm2) com amostras de diferentes idades de aterramento coletadas no ASSC, no Lixão Desativado de São Carlos e em Aterro Experimental construído nas proximidades do Lixão. As investigações realizadas no ASSC revelaram que as diferentes fases de operação do maciço (aterro controlado e aterro sanitário) produziram dois estratos com diferentes propriedades geotécnicas. A umidade, as velocidades de propagação de ondas sísmicas e o peso específico in situ dos dois estratos são distintos, sendo sempre menores e menos dispersos no estrato mais raso (operado como aterro sanitário) e maiores e mais dispersos no estrato mais profundo (operado como aterro controlado). Realizaram-se tentativas de determinação do peso específico in situ dos RSU com medição dos volumes escavados por substituição de volume. Notou-se que os furos tendiam a diminuir de diâmetro assim que a composição de sondagem era retirada e que o método adotado para avanço dos furos, com trado helicoidal de haste oca, promovia segregação dos componentes atravessados, realizando uma amostragem parcial dos mesmos. Foram calculados valores médios de peso específico in situ para o maciço investigado (9 a 15 kN/m3) e identificadas as principais limitações da aplicação deste método a aterros sanitários. A aplicação de métodos geofísicos sísmicos foi fundamental para a diferenciação dos dois estratos e permitiu que se calculasse o módulo de cisalhamento máximo (Go) dos resíduos, que variou significativamente de um estrato para outro. Foi possível comparar os resultados obtidos com a aplicação do método crosshole e do método multichannel analysis of surface waves (MASW) no mesmo aterro sanitário. A caracterização das seis amostras utilizadas nos ensaios de cisalhamento direto revelou que, apesar de elas representarem idades distintas de disposição dos resíduos (2 a 25 anos) e condições de aterramento variadas (formas de operação dos depósitos, ambientes de decomposição e condições de confinamento), a maioria delas se encontrava em estágio avançado de degradação (fase metanogênica) e apenas a mais recente (2 anos de aterramento) encontrava-se em estágio um pouco menos avançado de degradação (início da fase metanogênica). Todas elas exibiram curvas tensão-deslocamento semelhantes, sem pico ou valor de máxima resistência bem caracterizados. Os parâmetros de resistência ao cisalhamento foram obtidos a partir de níveis específicos de deslocamento. Avaliou-se a influência da amostragem, dos procedimentos de preparação das amostras e da composição gravimétrica de cada uma delas sobre os valores calculados para coesão e ângulo de atrito. Para deslocamentos de 100 mm o resíduo aterrado há dois anos apresentou coesão de 13,7 kPa e ângulo de atrito de 22º. Os resíduos mais degradados, com idades de disposição entre 5 e 25 anos, apresentaram coesão de 4,4 kPa e ângulo de atrito de 30º. Utilizaram-se tensões normais de 50, 150 e 250 kPa. Realizaram-se ainda ensaios de cisalhamento direto de grandes dimensões em uma das amostras com corpos de prova em duas posições: paralela e perpendicular à direção de compactação. Os resultados confirmaram que os RSU têm comportamento anisotrópico, sendo que os corpos de prova ensaiados com os componentes alinhados preferencialmente na posição vertical (rotacionados) têm comportamento de endurecimento ainda mais pronunciado que aqueles ensaiados com os componentes orientados preferencialmente no plano horizontal.
Field and laboratory tests were combined to characterize some in-place geotechnical properties of the waste body in the São Carlos Sanitary Landfill (SCSL). The investigation was carried out using hollow stem auger soundings and seismic geophysical methods in the field, and large-scale direct shear testing in the laboratory. The field investigation revealed two strata with different geotechnical properties and they could be related to the different operational phases of the landfill (controlled landfill and sanitary landfill). Moisture content, seismic wave velocities and in-place unit weight were systematically lower and less scattered in the upper stratum than in the lower stratum. The upper stratum was operated as a sanitary landfill and the lower stratum was operated as a controlled landfill. The investigations with geophysical seismic methods were essential for identifying the two strata and allowed for the calculation of the Poisson ratio and the small strain shear modulus (Go) of the waste body. The Poisson ratio showed no sensibility to the waste stratigraphy, but Go values were significantly higher in the lower stratum. Moreover, the results of two different geophysical methods, namely crosshole and multichannel analysis of surface waves (MASW), could be compared. An attempt was made to estimate overboring using a volume substitution method by filling the boreholes with gravel. This aimed at incorporating this aspect in the calculations of the MSW in-place unit weight. Nevertheless, the borings tended to cave in as soon as the augers were removed and this prevented the evaluation of the overboring. Moreover, the hollow stem auger tended to segregate the larger components of the waste and to bring only the smaller ones to the surface. Despite all these difficulties, average values for the MSW inplace unit weight were be calculated (9 to 15 kN/m3). In the laboratory, large-scale direct shear tests (500 x 500 mm2) were performed to provide an insight on the shear strength response of municipal solid waste (MSW) of different landfilling ages. The test samples were collected from the SCSL, a dumpsite and an experimental landfill. Their landfilling ages ranged from 2 to 25 years. Physico-chemical characterization of the samples revealed that most of them were subjected to the metanogenesis degradation phase, in spite of their different landfilling ages and burial conditions (operational characteristics of the deposits, decomposition environment and confining pressures). Only the newest one (2 years old sample) was subjected to an earlier stage of degradation. In the direct shear tests, all samples showed similar stress-strain curves, with continuous strain hardening and no identifiable maximum stress, despite the large displacements. The influence of sampling method, sample preparation and sample gravimetric composition on the calculated shear resistance parameters is discussed. For a 100-mm displacement the shear resistance of the less degraded waste (2 years of landfilling) is best characterized by cohesion = 13.7 kPa and friction angle = 22º. The more degraded wastes (5 to 25 years old samples) are best characterized by cohesion = 4.4 kPa and friction angle = 30º. The tests were performed with initial normal stresses of 50, 150 and 250 kPa. Specific large direct shear tests were performed to evaluate anisotropy in the MSW shear response. The test samples had the fibrous materials oriented perpendicular or parallel to the horizontal shear surface. Results confirmed the expected anisotropy by showing a hardening behaviour that was more pronounced when the fibrous materials were oriented perpendicular to the shear plan.

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"Direct shear strength testing of unsaturated soils." Thesis, 1986. http://hdl.handle.net/10388/etd-02292012-125227.

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The more rigorous approach on the behavior of unsaturated soils using two independent stress state variables is increas_ingly gaining acceptance. The proposed shear strength equation based on this approach (i.e., Ï„ = c' + (ua - u w tan Ï† b + (Ïƒ - ua) tan Ï†' ), requires that the stress circle corresponding to the failure conditions be plotted on a three dimensional diagram. In this diagram, the axes in the horizontal plane are the stress state variables,(Ïƒ - ua) and (ua - uw), and the ordinate axis is the shear strength, Ï„. The failure conditions define a surface. If one stress variable is maintained constant, say the variable (Ïƒ - ua), then the relationship between Ï„ and (u a - uw can be portrayed on a two dimensional plot. The resulting envelope in this plane of Ï„ versus (ua - uw will be called the suction envelope. The validity of the form of the proposed shear strength equation has been verified by results from laboratory testing of unsaturated soils where the stress state variables at failure are known. So far, these results indicated that the failure surface is planar, i.e, the suction envelope is linear. Results also showed that the friction angle,Ï† b, associated with the suction envelope is always smaller than the angle of shearing resistance, Ï†'. A completely constant Ï†b (i.e., a linear suction envelope) , however, is found to be inconsistent with pieces of experimental evidence obtained from tests on saturated soils under suction. The linear suction envelope also frequently results in an abrupt break in the failure surface when crossing from positive pore-water pressure over to negative pore-water pressure. The result is that there is not a smooth transition from soil with positive pore-water pressure to soil with negative pore-water pressure. A theoretical investigation of unsaturated soils from a phenomenological standpoint predicts a curved suction envelope comprising of two linear sections connected by a transition curve. The angle of the slope of the initial linear section is equal to Ã˜' while the angle of the slope of the latter linear section, Ã˜ b, is smaller than Ã˜'. An experimental program of multistage direct shear tests on a Saskatchewan till was conducted. Theses tests were carried out over a suction range of 0 kPA to 500 kPa. Results confirmed that the suction envelope is nonlinear and that the slope of this envelope varies from Ã˜b = Ã˜ = 25.5 degrees, to Ã˜b = 7 degrees constant. For the investigation in this thesis, a direct shear box was modified, utilizing the axis translation technique, to render the equipment suitable for unsaturated soil testing. There are two reasons for wanting a direct shear apparatus capable of testing unsaturated soils. First, unsaturated soil testing using the triaxial apparatus is complicated and takes a long time. Second, larger strain is possible in the direct shear which makes is more suitable for multistage testing. Multistage testing is desirable to reduce the number of variables involved.

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Hao-YiHsu and 徐浩怡. "Direct Shear Testing and Modeling on The Behavior of Sand under Cyclic Loading." Thesis, 2017. http://ndltd.ncl.edu.tw/handle/81472150970487334386.

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碩士
國立成功大學
土木工程學系
105
Cyclic direct shear tests on a river sand were carried out to study the relationship between shear stress and the shear displacement by using a medium-scale direct shear test apparatus. Two models, namely, the modified Ramberg-Osgood (R-O) model and the modified Hardin-Drnevich (H-D) model, were used to simulate the behavior of sands subject to direct shear. Model parameters were derived based on curve fitting techniques, and the model-generated stress-displacement relationships were compared with the experiment ones. Results of cyclic direct shear test showed that strain hardening is valid up to a shear displacement of about 10mm, regardless of the number of cycles and the density of sands. The modified H-D model satisfactorily simulates the behavior of sand subjected cyclic shearing under relatively small displacement states. This is not true when using modified R-O method. Under large displacement condition, (shear displacements larger than 10mm), the modified R-O method outperformed the modified H-D method in the sense that the modified R-O method rendered hysteresis loops similar to those obtained in the tests.

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Rutherford, Cassandra Jane. "Development of a Multi-directional Direct Simple Shear Testing Device for Characterization of the Cyclic Shear Response of Marine Clays." Thesis, 2012. http://hdl.handle.net/1969.1/ETD-TAMU-2012-05-10743.

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This dissertation describes the development of a new multi-directional direct simple shear testing device, the Texas A&M Multi-directional Direct Simple Shear (TAMU-MDSS), for testing marine soil samples under conditions, which simulate, at the element level, the state of stress acting within a submarine slope under dynamic loading. Prototype testing and an experimental program to characterize the response of marine clays to complex loading conditions are presented. The work is divided into four major components: 1) Equipment Development: Design and construction of a prototype multi-directional direct simple shear testing device (TAMU-MDSS) that addresses the limitations of previous devices. 2) Support systems: selection of control software, development of data acquisition system and design of back pressure systems for direct pore pressure measurements. 3) Prototype Testing: performance of the TAMU MDSS system and testing of strain-control and stress-control capabilities. 4) Experimental Testing: characterize the response of marine clays to monotonic, dynamic and random loads. The two-directional monotonic, cyclic, circular and figure-8 tests demonstrated the undrained shear strength increases with increasing initial shear stress, (i.e, slope), for shearing in the same direction (equivalent to downhill). The strength decreases for shearing in the direction opposite to the initial stress (shearing uphill). The response is as brittle for shearing in the same direction as the shear stress applied during consolidation initial shear stress and ductile for shearing opposite to initial shear stress. These findings have important implications for the stability of the slope, predicting that forces acting downward in the slope direction will need to mobilize less strain to reach peak strength and initiate failure. This information provides insight into the behavior of marine soils under complex loading conditions, and provides high quality laboratory data for use in constitutive and finite element model development for analysis of submarine slopes.

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Books on the topic "Direct shear testing"

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United States. Bureau of Reclamation. Denver Office. Materials Engineering Branch., ed. Direct shear tests used in soil-geomembrane interface friction studies. Denver, Colo: Materials Engineering Branch, Research and Laboratory Services Division, Denver Office, U.S. Bureau of Reclamation, 1994.

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Book chapters on the topic "Direct shear testing"

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Mir, Bashir Ahmed. "Direct Shear Test (DST) for Soils." In Manual of Geotechnical Laboratory Soil Testing, 281–306. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9781003200260-14.

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Markou, Ioannis N. "Direct Shear Testing of Sand – Geotextile Interfaces." In Sustainable Civil Infrastructures, 1–12. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-63570-5_1.

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Estaire, Jose, and María Santana. "Large Direct Shear Tests Performed with Fresh Ballast." In Railroad Ballast Testing and Properties, 144–61. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 2018. http://dx.doi.org/10.1520/stp160520170137.

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Youngblood, Jimmy, and J. P. Kline. "Direct Shear Testing Performed on Multi-Component GCLs With Laminated/Coated Side." In Current and Future Practices for the Testing of Multi-Component Geosynthetic Clay Liners, 1–8. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 2013. http://dx.doi.org/10.1520/stp156220120096.

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Ahmadi, M., M. Moosavi, and M. K. Jafari. "Water Content Effect on the Fault Rupture Propagation Through Wet Soil-Using Direct Shear Tests." In Advances in Laboratory Testing and Modelling of Soils and Shales (ATMSS), 131–38. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-52773-4_14.

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Monnet, Jacques. "Direct Shear TestsIn Situ." In In Situ Tests in Geotechnical Engineering, 157–74. Hoboken, NJ, USA: John Wiley & Sons, Inc., 2015. http://dx.doi.org/10.1002/9781119145592.ch8.

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Petley, D. N., and A. L. Clark. "14.28 Direct Shear Testing in Geomorphology." In Treatise on Geomorphology, 328–37. Elsevier, 2013. http://dx.doi.org/10.1016/b978-0-12-374739-6.00397-3.

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"Large-scale direct shear testing of geocell reinforced soil." In Advances in Transportation Geotechnics, 773–78. CRC Press, 2008. http://dx.doi.org/10.1201/9780203885949-118.

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Chen, Y., Y. Wang, Z. Hou, and C. Wang. "Large-scale direct shear testing of geocell reinforced soil." In Advances in Transportation Geotechnics, 759–64. CRC Press, 2008. http://dx.doi.org/10.1201/9780203885949.ch105.

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Matasović, Neven, Thomas A. Williamson, and Robert C. Bachus. "Cyclic direct simple shear testing of OII landfill solid waste." In Geotechnical Hazards, 441–48. CRC Press, 2020. http://dx.doi.org/10.1201/9781003078173-53.

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Conference papers on the topic "Direct shear testing"

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Stark, Timothy D., Robert H. Swan, and Zehong Yuan. "Ballast Direct Shear Testing." In 2014 Joint Rail Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/jrc2014-3714.

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This paper summarizes the appropriate equipment and test procedure for ballast shear strength testing using the direct shear method (ASTM D3080 and D5321) and presents some typical results. To accomplish this ballast testing, a full-scale direct shear box was developed that can accommodate an approximately 1 m (3 feet) wide and 0.6 m (2 feet) deep specimen, which is much larger than current shear boxes used for ballast testing. This larger specimen size resulted in significant differences in measured shear behavior and shear strength parameters. The shear strength properties of the ballast under typical as-placed conditions are determined herein using the new shear box and normal stresses applied through dead weight loading that are representative of railroad track conditions. Effects of direct shear specimen size and confining normal stress are demonstrated using a typical angular granite ballast and the results are compared to published ballast shear strength data.

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Yu, Xinbao, Shunying Ji, and Kerop D. Janoyan. "Direct Shear Testing of Rockfill Material." In GeoShanghai International Conference 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40862(194)19.

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Nicks, Jennifer, and Michael Adams. "Large-Scale Direct Shear Testing of Common Open-Graded Aggregates." In Geo-Congress 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413272.005.

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LaRocque, Christopher J., Jorge G. Zornberg, and Richard Williammee. "Direct Shear Testing of Tire Bales for Soil Reinforcement Applications." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40782(161)17.

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Fonov, Sergey, Jimmy Crafton, G. Jones, and Vladimir Fonov. "Direct Measurements of the Shear Force Fields Using Elastic Polymer Films." In 24th AIAA Aerodynamic Measurement Technology and Ground Testing Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2004. http://dx.doi.org/10.2514/6.2004-2305.

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Kwon, Soonwook, Yuri Lee, and Bongtae Han. "Advanced Micro Shear Testing for Solder Alloy Using Direct Local Measurement." In ASME 2003 International Electronic Packaging Technical Conference and Exhibition. ASMEDC, 2003. http://dx.doi.org/10.1115/ipack2003-35325.

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A modified single lap shear test configuration, based on the Iosipescu geometry, is proposed for determination of the constitutive properties of solder alloys. An auxiliary device (extension unit) is introduced to improve the accuracy of measurement. The extension unit is attached directly to the specimen and it converts shear displacements to axial displacements, which are subsequently captured by a high-resolution extensometer. With aid of the extension unit, shear deformations are measured without compensating machine and grip compliance. The specimen configuration includes geometrical constraints at the solder/substrate interfaces in most electronic assemblies. Consequently, the results represent pseudo-continuum properties that take account for grain constraints at the solder/pad interface. They are properties that are more realistic for continuum mechanics based stress studies such as an FEM analysis.

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Gu, Xue F., Julian P. Seidel, Chris M. Haberfield, and Abdelmalek Bouazza. "Wear of Sandstone Surfaces During Direct Shear Testing of Sandstone/Concrete Joints." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40778(157)9.

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Nicks, Jennifer E., Thomas Gebrenegus, and Michael T. Adams. "Interlaboratory Large-Scale Direct Shear Testing of Open-Graded Aggregates: Round One." In International Foundations Congress and Equipment Expo 2021. Reston, VA: American Society of Civil Engineers, 2021. http://dx.doi.org/10.1061/9780784483435.035.

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Khan, M. A., M. S. Hossain, M. S. Khan, S. Samir, and Al Aramoon. "Impact of Wet-Dry Cycles on the Shear Strength of High Plastic Clay Based on Direct Shear Testing." In Geotechnical Frontiers 2017. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784480472.065.

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Sadeghi, Hamed, Fardin Jafarzadeh, and Charles W. W. Ng. "A VET-Based Direct Shear Box for Testing Unsaturated Soils at High Suctions." In Second Pan-American Conference on Unsaturated Soils. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481684.027.

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Reports on the topic "Direct shear testing"

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Lovell, Alexis, Garrett Hoch, Christopher Donnelly, Jordan Hodge, Robert Haehnel, and Emily Asenath-Smith. Shear and tensile delamination of ice from surfaces : The Ice Adhesion Peel Test (IAPT). Engineer Research and Development Center (U.S.), September 2021. http://dx.doi.org/10.21079/11681/41781.

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For decades, researchers have sought to understand the adhesion of ice to surfaces so that low-cost ice mitigation strategies can be developed. Presently, the field of ice adhesion is still without formal standards for performing ice adhesion tests. The U.S. Army Corps Engineers’ Research and Development Center’s Cold Regions Research and Engineering Laboratory (ERDC-CRREL) has a longstanding history as an independent third party for ice adhesion testing services. Most notably, CRREL’s Zero-Degree Cone Test (ZDCT) has been an industry favorite for more than 30 years. Despite its wide acceptance, the ZDCT contains some shortcomings, namely that freshwater ice is formed on the surface of interest within the confines of an annular gap. To address this limitation, CRREL developed and uses the Ice Adhesion Peel Test (IAPT) for testing ice adhesion. This test employs an open planar substrate from which the ice can be removed under either tensile or shear loading, thereby allowing ice to be grown directly on the target substrate without the use of molds. The IAPT configuration is therefore amenable to different ice types and geometries and will provide utility to research studies that aim to develop surface treatments to mitigate ice in a wide range of environments. This report describes the IAPT and its use for characterizing the ice adhesion properties of materials.

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