Gotowe bibliografie tematyczne / Shear Failure

Gotowa bibliografia na temat „Shear Failure”

Autor: Grafiati
Data publikacji: 4 czerwca 2021
Data aktualizacji: 20 lutego 2023

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Artykuły w czasopismach na temat "Shear Failure"

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Stimpson, B., K. Barron i K. Kosar. "Multiple-block plane shear slope failure". Canadian Geotechnical Journal 24, nr 4 (1.11.1987): 479–89. http://dx.doi.org/10.1139/t87-064.

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Field examination of highwall slope failures occurring in some coal strip mines in Alberta in association with bentonite has led to the concept of a multiple-block plane shear failure mode in which a series of individual block failures regresses back into the slope for distances up to five times the slope height. These failures cause a rapid deterioration of the bench from which the dragline operates, reduce productivity, and necessitate bench maintenance to provide a safe, stable bench prior to the next pass of the dragline.A probabilistic limiting equilibrium analysis was developed to predict the positions of successive failure blocks and its predictions were compared with slope geometry and laboratory strength data from a producing coal strip mine in which a failure was active.Two slope failures reported in the literature (Folkestone Warren landslips and an Oxford Clay brick pit, both in England) were reanalysed using the multiple-block plane shear failure mode, and it is suggested that this mode of failure offers an alternative explanation for the slope kinematics observed.Finally, the most effective means of reducing the probability of failure or controlling the extent of slope failure retrogression is by dewatering. Key words: slopes, failure, coal mining, bentonite, clay bands, plane shear, case history, probabilistic analysis.
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Bahari, Shahril Anuar, i Mansur Ahmad. "Failure Behaviour of Semantan Bamboo Strips Loaded in Bending and Shear". Key Engineering Materials 462-463 (styczeń 2011): 1176–81. http://dx.doi.org/10.4028/www.scientific.net/kem.462-463.1176.

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In this study, the classification of modes of failure, the observation of microscopic failures and the mechanical properties of Semantan bamboo strips were investigated. Specimens were loaded in bending and shear parallel to grain. Specimens were taken from internodes and node parts in bottom, middle and top portions of bamboo culms. From the classification, different modes of failure occurred in different parts of Semantan bamboo culms loaded in bending and shear. From the microscopic observation, the failures occurred in both parenchyma and vascular bundles regions for all classified failure modes from all tests, except for Even Splitting Mode from shear. This mode exhibited failure in parenchyma only, without any failure in vascular bundles regions. The Maximum Stress (σml) values between failure modes for both tests were significantly different. Generally, anatomical behaviour at different culm’s parts had influenced the different modes of failure and microscopic failures of Semantan bamboo strips loaded in bending and shear.
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Adewole, K. K., i Oladejo O. Joy. "Finite-element block shear failure deformation-to-fracture failure analysis". Canadian Journal of Civil Engineering 47, nr 4 (kwiecień 2020): 418–27. http://dx.doi.org/10.1139/cjce-2018-0498.

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This paper presents the finite-element (FE) block shear failure (BSF) deformation-to-fracture analysis. FE analysis reveals the following: BSF begins with bolt – bolt hole contact point compressive yielding and not the tensile or shear yielding reported in the literature. BSF does not result from the combination of the gauge tensile plane tensile deformation and the shear plane pure shear deformation alone as reported in the literature and codes. BSF results from compressive deformation of the bolt – bolt hole contact points, tensile deformation of bolt hole portions not in contact with the bolts, gauge tensile plane and edge distance tensile plane deformations in combination with pure shear deformation and a combined shear and tensile bending deformation of the portions of the shear planes near to and remote from the bolt – bolt hole contact points, respectively. This study provides a better understanding of the BSF mechanism, BSF total load-bearing areas, and various resistances to deformation that contribute to the block shear capacity.
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Yang, Xinlei, Hanchen Wu, Jianxin Zhang i Hailiang Wang. "Shear Behavior of Hollow Concrete Block Masonry with Precast Concrete Anti-Shear Blocks". Advances in Materials Science and Engineering 2019 (24.04.2019): 1–10. http://dx.doi.org/10.1155/2019/9657617.

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In order to improve the shear behavior of hollow concrete block masonry, precast concrete anti-shear blocks were proposed to enhance the shear strength of hollow concrete block masonry. Four groups of hollow concrete block masonry triplets with precast concrete anti-shear blocks were tested under shear loading, and their behaviors were compared with a control group. The results show that as the height of precast concrete anti-shear blocks increases, the shear strength of the masonry increases. The maximum shear strength of masonry triplets with precast concrete anti-shear blocks was 234.48 percent higher than that of the control specimens. The shear strength of masonry triplets was mainly determined by the failure of hollow concrete block unit. The majority of specimens exhibited double shear failures; however, these failures showed characteristics of ductile failure to a certain extent. Based on the experimental results, a equation for calculating the shear strength of masonry with precast concrete anti-shear blocks was proposed.
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Kim, J. M., S. W. Son, T. G. Ryu i G. M. Soriano. "Effects of cyclic shear stress and average shear stress on the cyclic loading failure of marine silty sand". Lowland Technology International 17, nr 1 (2015): 19–26. http://dx.doi.org/10.14247/lti.17.1_19.

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Kwon, D. "Hydrogen-induced shear type failure". Scripta Metallurgica 22, nr 9 (styczeń 1988): 1515–20. http://dx.doi.org/10.1016/s0036-9748(88)80030-9.

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Li, X. S. "Modeling of Dilative Shear Failure". Journal of Geotechnical and Geoenvironmental Engineering 123, nr 7 (lipiec 1997): 609–16. http://dx.doi.org/10.1061/(asce)1090-0241(1997)123:7(609).

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Meyer, L. W., E. Staskewitsch i A. Burblies. "Adiabatic shear failure under biaxial dynamic compression/ shear loading". Mechanics of Materials 17, nr 2-3 (marzec 1994): 203–14. http://dx.doi.org/10.1016/0167-6636(94)90060-4.

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Kinugasa, Hideyuki, i Setsuro Nomura. "Failure Mechanism Comparison of Reversed Cyclic Loading Failure with Shear Failure". Concrete Research and Technology 6, nr 2 (1995): 85–97. http://dx.doi.org/10.3151/crt1990.6.2_85.

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Tremblay, Robert, Denis Mitchell i René Tinawi. "Damage to industrial structures due to the 27 February 2010 Chile earthquake". Canadian Journal of Civil Engineering 40, nr 8 (sierpień 2013): 735–49. http://dx.doi.org/10.1139/cjce-2012-0197.

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This paper provides a summary of the damage to industrial facilities in the Mw 8.8 Chile earthquake of 27 February 2010. The types of damage observed include failure of elevated tanks, collapse and cracking of concrete silos, buckling of steel silos, collapse of conveyor systems, failure of steel bins, and failure of anchor rods. Damage to industrial buildings included buckling of bracing members, failure of brace connections, shear failures of reinforced concrete columns, and shear failures of heavily loaded steel girders. Aspects of the current Chilean design code for industrial structures are reviewed and discussed. Recommendations are proposed for the development of Canadian seismic design provisions for industrial structures.
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Rozprawy doktorskie na temat "Shear Failure"

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Nie, Xin. "Failure mechanism of rolling shear failure in cross-laminated timber". Thesis, University of British Columbia, 2015. http://hdl.handle.net/2429/55299.

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Wood as building material is gaining more and more attention in the 21st century due to its positive attributes such as light weight, renewability, low carbon footprint and fast construction period. Cross-laminated timber (CLT), as one of the new engineered wood products, requires more research emphasis since its mechanical performance can allow CLT to be utilized in massive timber structures. This thesis focuses on revealing one of the key failure mechanisms of CLT, which is usually referred to as the rolling shear failure. The scientific research conducted in this thesis combined both analytical modelling and experimental material testing. The stresses in CLT cross-layers obtained from a finite-element model were analyzed to differentiate various failure modes possible. Tension perpendicular to grain stress was found to cause cross-layer failure in combined with the rolling shear stress. Experimentally, specimens prepared from 5-layer CLT panels were tested under center-point bending condition. Detailed failure mechanism of CLT cross-layers were recorded with high speed camera to capture the instant when initial failure happened. It is evident that some of the specimens failed in tension perpendicular to grain which verified the modelling results. Variables such as the rate of loading and the manufacturing clamping pressure were designed in experiments to compare their influence to the failure of CLT specimens. In this research, the failure of CLT cross-layer was updated to a combined consequence of both rolling shear stress and tension perpendicular to grain stress. Future research topics and product improvement potentials were given by the end of this thesis.
Forestry, Faculty of
Graduate
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Chana, Palvinder Singh. "Shear failure of reinforced concrete beams". Thesis, University College London (University of London), 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.282869.

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Raischel, Frank. "Fibre models for shear failure and plasticity". [S.l. : s.n.], 2007. http://nbn-resolving.de/urn:nbn:de:bsz:93-opus-29619.

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Johnsson, Helena. "Plug shear failure in nailed timber connections : avoiding brittle and promoting ductile failures /". Luleå : Univ, 2004. http://epubl.luth.se/1402-1544/2004/03.

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Li, Xu Dong. "Simulation of Progressive Shear Failure in Railway Foundation". Thesis, Université d'Ottawa / University of Ottawa, 2020. http://hdl.handle.net/10393/41498.

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Railways are one of the largest transportation networks in the world that play an important role in the mass transportation of both the passengers and freight. The speed of trains and as well as the axial load carrying capacity have been increasing significantly during the past few decades to keep in pace with the population and economy growth and to compete with other modes of transportation such as the road, air and water transportation system. Billions of dollars are spent annually for maintenance of rail tracks in the world. The efficient and optimum use of these funds is a challenging task that demands innovative and cutting edge technologies in railway engineering. The railway subgrade is an important part of railway foundation and should be capable of providing a suitable base supporting the ballast and subballast to accommodate the stresses due to traffic loads without failure or excessive deformation. The progressive shear failure is a well-known and age old challenging problem for railways over the world for centuries. The subgrade of railway track which typically constitutes of fine-grained material tends to fail through the accumulation of soil movements up- and sideward developing a path for the least resistance along which progressive shear failure occurs under repeated train-induced loads and due to the effects of climate factors. To-date, limited number of studies have addressed failure mechanism associated with the progressive shear failure, especially using the mechanics of unsaturated soils. In this thesis, a novel and first of its kind, Visual Basic program developed in AutoCAD environment based on Mohr-Coulomb failure criteria and unsaturated soil mechanics theory. This program is capable of taking account of the influence of matric suction and simulate progressive shear failure in the subgrade under moving train. Simulation results suggest several parameters that include stress distribution, matric suction, cohesion, coefficient of lateral earth pressure at rest, and coefficient of residual friction as well as the angle of internal friction have a significant effect on the progressive shear failure and the shape of failure planes in the subgrade. The progressive shear failure in subgrade can be reduced by increasing matric suction, cohesion, coefficient of lateral earth pressure at rest, and coefficient of residual friction as well as the angle of internal friction, and optimizing combination of these parameters. The simulation results suggest the progressive shear failure can be well simulated with the Mohr-Coulomb failure criteria. Several suggestions are made for railway subgrade construction and maintenance based on the results of this study.
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Zhang, Xuesong, i n/a. "Punching Shear Failure Analysis of Reinforced Concrete Flat Plates Using Simplified Ust Failure Criterion". Griffith University. School of Engineering, 2003. http://www4.gu.edu.au:8080/adt-root/public/adt-QGU20051104.153239.

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Failure criteria play a vital role in the numerical analysis of reinforced concrete structures. The current failure criteria can be classified into two types, namely the empirical and theoretical failure criteria. Empirical failure criteria normally lack reasonable theoretical backgrounds, while theoretical ones either involve too many parameters or ignore the effects of intermediate principal stress on the concrete strength. Based on the octahedral shear stress model and the concrete tensile strength under the state of triaxial and uniaxial stress, a new failure criterion, that is, the simplified unified strength theory (UST), is developed by simplifiing the five-parameter UST for the analysis of reinforced concrete structures. According to the simplified UST failure criterion, the concrete strength is influenced by the maximum and intermediate principal shear stresses together with the corresponding normal stresses. Moreover, the effect of hydrostatic pressure on the concrete strength is also taken into account. The failure criterion involves three concrete strengths, namely the uniaxial tensile and compressive strengths and the equal biaxial compressive strength. In the numerical analysis, a degenerated shell element with the layered approach is adopted for the simulation of concrete structures. In the layered approach, concrete is divided into several layers over the thickness of the elements and reinforcing steel is smeared into the corresponding number of layers of equivalent thickness. In each concrete layer, three-dimensional stresses are calculated at the integration points. For the material modelling, concrete is treated as isotropic material until cracking occurs. Cracked concrete is treated as an orthotropic material incorporating tension stiffening and the reduction of cracked shear stiffness. Meanwhile, the smeared craclc model is employed. The bending reinforcements and the stirrups are simulated using a trilinear material model. To verify the correctness of the simplified UST failure criterion, comparisons are made with concrete triaxial empirical results as well as with the Kupfer and the Ottosen failure criteria. Finally, the proposed failure criterion is used for the flexural analysis of simply supported reinforced concrete beams. Also conducted are the punching shear analyses of single- and multi-column-slab connections and of half-scale flat plate models. In view of its accuracy and capabilities, the simplified UST failure criterion may be used to analyse beam- and slab-type reinforced concrete structures.
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Zhang, Xuesong. "Punching Shear Failure Analysis of Reinforced Concrete Flat Plates Using Simplified Ust Failure Criterion". Thesis, Griffith University, 2003. http://hdl.handle.net/10072/365777.

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Failure criteria play a vital role in the numerical analysis of reinforced concrete structures. The current failure criteria can be classified into two types, namely the empirical and theoretical failure criteria. Empirical failure criteria normally lack reasonable theoretical backgrounds, while theoretical ones either involve too many parameters or ignore the effects of intermediate principal stress on the concrete strength. Based on the octahedral shear stress model and the concrete tensile strength under the state of triaxial and uniaxial stress, a new failure criterion, that is, the simplified unified strength theory (UST), is developed by simplifiing the five-parameter UST for the analysis of reinforced concrete structures. According to the simplified UST failure criterion, the concrete strength is influenced by the maximum and intermediate principal shear stresses together with the corresponding normal stresses. Moreover, the effect of hydrostatic pressure on the concrete strength is also taken into account. The failure criterion involves three concrete strengths, namely the uniaxial tensile and compressive strengths and the equal biaxial compressive strength. In the numerical analysis, a degenerated shell element with the layered approach is adopted for the simulation of concrete structures. In the layered approach, concrete is divided into several layers over the thickness of the elements and reinforcing steel is smeared into the corresponding number of layers of equivalent thickness. In each concrete layer, three-dimensional stresses are calculated at the integration points. For the material modelling, concrete is treated as isotropic material until cracking occurs. Cracked concrete is treated as an orthotropic material incorporating tension stiffening and the reduction of cracked shear stiffness. Meanwhile, the smeared craclc model is employed. The bending reinforcements and the stirrups are simulated using a trilinear material model. To verify the correctness of the simplified UST failure criterion, comparisons are made with concrete triaxial empirical results as well as with the Kupfer and the Ottosen failure criteria. Finally, the proposed failure criterion is used for the flexural analysis of simply supported reinforced concrete beams. Also conducted are the punching shear analyses of single- and multi-column-slab connections and of half-scale flat plate models. In view of its accuracy and capabilities, the simplified UST failure criterion may be used to analyse beam- and slab-type reinforced concrete structures.
Thesis (Masters)
Master of Philosophy (MPhil)
School of Engineering
Full Text
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Zhou, Guolin, i 周國林. "Complete stress-strain behavior for shear failure of rocks". Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 1999. http://hub.hku.hk/bib/B42575679.

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Zhou, Guolin. "Complete stress-strain behavior for shear failure of rocks". Click to view the E-thesis via HKUTO, 1999. http://sunzi.lib.hku.hk/hkuto/record/B42575679.

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Nazir, Shahid. "Studies on the failure of unreinforced masonry shear walls". Thesis, Queensland University of Technology, 2015. https://eprints.qut.edu.au/82792/1/Shahid_Nazir_Thesis.pdf.

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This thesis aims at studying the structural behaviour of high bond strength masonry shear walls by developing a combined interface and surface contact model. The results are further verified by a cost-effective structural level model which was then extensively used for predicting all possible failure modes of high bond strength masonry shear walls. It is concluded that the increase in bond strength of masonry modifies the failure mode from diagonal cracking to base sliding and doesn't proportionally increase the in-plane shear capacity. This can be overcome by increasing pre-compression pressure which causes failure through blocks. A design equation is proposed and high bond strength masonry is recommended for taller buildings and/ or pre-stressed masonry applications.
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Książki na temat "Shear Failure"

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Lanting, Henry Albert. Predicting shear failure of adhesive joints. Ottawa: National Library of Canada, 1995.

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Francois, Nicot, i Wan Richard, red. Micromechanics of failure in granular geomaterials. London, UK: ISTE, 2009.

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Ashour, Mohamed. Pile group program for full material modeling and progressive failure: Final report. Sacramento, Calif.]: California Dept. of Transportation, Division of Research and Innovation, 2008.

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International Symposium on Pre-Failure Deformation Characteristics of Geomaterials (1994 Sapporo, Japan). Pre-failure deformation of geomaterials: Proceedings of the International Symposium on Pre-Failure Deformation Characteristics of Geomaterials, Sapporo, Japan 12-14 September 1994. Rotterdam: A.A. Balkema, 1994.

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International Symposium on Pre-Failure Deformation Characteristics of Geomaterials (2nd 1999 Torino, Italy). Pre-failure deformation characteristics of geomaterials: Proceedings of the Second International Symposium on Pre-Failure Deformation Characteristics of Geomaterials : Torino 99 : Torino, Italy 28-30 September, 1999. Redaktorzy Jamiolkowski M. B, Lancellotta Renato, Lo Presti D, International Society of Soil Mechanics and Geotechnical Engineering. i Associazione geotecnica italiana. Rotterdam: A.A. Balkema, 1999.

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Gürdal, Zafer. A compressive failure model for anisotropic plates with a cutout under compressive and shear loads: Final technical report. [Washington, DC: National Aeronautics and Space Administration, 1985.

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Gürdal, Zafer. Progress report for the research performed under NASA Research Grant NAG-1-643: By Zafer Gürdal. [Washington, DC: National Aeronautics and Space Administration, 1986.

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Widger, Allan. Subgrade shear failures: Joint C-SHRP/Saskatchewan Bayesian application. Ottawa: Canadian Strategic Highway Research Program, Transportation Association of Canada, 1995.

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J, Jardine R., i Institution of Civil Engineers (Great Britain), red. Pre-failure deformation behaviour of geomaterials. London: Thomas Telford, 1998.

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Progressive failure studies of stiffened panels subjected to shear loading. Hampton, VA: National Aeronautics and Space Administration, Langley Research Center, ICASE, 2002.

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Części książek na temat "Shear Failure"

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Rittel, D. "Dynamic Shear Failure of Materials". W Dynamic Failure of Materials and Structures, 29–61. Boston, MA: Springer US, 2009. http://dx.doi.org/10.1007/978-1-4419-0446-1_2.

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Rittel, D., i S. Osovski. "Dynamic failure by adiabatic shear banding". W IUTAM Symposium on Dynamic Fracture and Fragmentation, 177–85. Dordrecht: Springer Netherlands, 2010. http://dx.doi.org/10.1007/978-90-481-9760-6_14.

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Chen, Zhexian, Wenfu He, Sen Yang, Cheng Chang i Min Ji. "Seismic Performance of a Precast Hollow Insulated Shear Wall". W Lecture Notes in Civil Engineering, 430–39. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_39.

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AbstractA new precast hollow insulation shear wall (PHISW) is proposed in this paper. To study the seismic behaviors of the new PHISW, two cast-in-place solid shear wall (CSW) specimens, two precast monolithic hollow insulated shear wall (PMW) specimens, and two precast hollow insulated shear wall (PSW) specimens with vertical seams were produced and subjected to low-cyclic reversed loadings. The seismic indices obtained from low-cyclic reversed tests include the failure pattern, hysteretic curves and energy dissipation. The experiment results indicate that flexural failure is the main failure mode of the specimens, but a noticeable difference is detected in the cracking distribution between the three types of shear walls. The bearing capacity of each characteristic point of PMW and PSW is comparable to that of CSW. The ductility coefficient of the newly proposed precast shear wall is slightly lower than that of CSW.
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Leis, B. N., i J. Malcolm Gray. "Design Against Propagating Shear Failure in Pipelines". W Energy Materials 2014, 81–99. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-48765-6_9.

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Leis, B. N., i J. Malcolm Gray. "Design against Propagating Shear Failure in Pipelines". W Energy Materials 2014, 81–99. Hoboken, NJ, USA: John Wiley & Sons, Inc., 2015. http://dx.doi.org/10.1002/9781119027973.ch9.

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Aysen, A. "Shear Strength of Soils and Failure Criteria". W Problem Solving in Soil Mechanics, 33–48. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203741986-4.

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Yoshida, Sanichiro, i Tomohiro Sasaki. "Field Theoretical Description of Shear Bands". W Fracture, Fatigue, Failure and Damage Evolution, Volume 8, 141–49. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-21611-9_18.

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Carlsson, L. A., i G. A. Kardomateas. "First-Order Shear Analysis of Sandwich Beams". W Structural and Failure Mechanics of Sandwich Composites, 85–101. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-1-4020-3225-7_4.

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Li, Shouding, Linanan Liu, Xiao Li, Jingyun Guo, Jianming He i Yanhui Liu. "Combined Tension-Shear Experimental Study of Rock Failure". W Proceedings of GeoShanghai 2018 International Conference: Rock Mechanics and Rock Engineering, 275–83. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0113-1_30.

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Carlsson, L. A., i G. A. Kardomateas. "Classical and First-Order Shear Deformation Analysis of Sandwich Plates". W Structural and Failure Mechanics of Sandwich Composites, 39–83. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-1-4020-3225-7_3.

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Streszczenia konferencji na temat "Shear Failure"

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Srivastava, Ishan, Kyle C. Smith i Timothy S. Fisher. "Shear-induced failure in jammed nanoparticle assemblies". W POWDERS AND GRAINS 2013: Proceedings of the 7th International Conference on Micromechanics of Granular Media. AIP, 2013. http://dx.doi.org/10.1063/1.4811873.

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Rittel, D. "A new perspective on adiabatic shear failure". W DYMAT 2009 - 9th International Conferences on the Mechanical and Physical Behaviour of Materials under Dynamic Loading. Les Ulis, France: EDP Sciences, 2009. http://dx.doi.org/10.1051/dymat/2009134.

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Kim, Ji Hoon, Ji Hyun Sung, D. K. Matlock, Daeyong Kim, R. H. Wagoner, F. Barlat, Y. H. Moon i M. G. Lee. "Predicting Shear Failure of Dual-Phase Steels". W NUMIFORM 2010: Proceedings of the 10th International Conference on Numerical Methods in Industrial Forming Processes Dedicated to Professor O. C. Zienkiewicz (1921–2009). AIP, 2010. http://dx.doi.org/10.1063/1.3457615.

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Mirzaei, Y., i M. Sasani. "Punching Shear Failure in Progressive Collapse Analysis". W Structures Congress 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41171(401)255.

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Wen-hui Tan i Ya-liang Li. "Influence of component shear strength on rock failure". W 2010 2nd International Conference on Information Science and Engineering (ICISE). IEEE, 2010. http://dx.doi.org/10.1109/icise.2010.5689820.

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Wang, Long, Tianhui Ma i Wendong Zhang. "Numerical Analysis on Orebodies Failure under Shear Loading". W 2014 International Conference on Mechatronics, Electronic, Industrial and Control Engineering. Paris, France: Atlantis Press, 2014. http://dx.doi.org/10.2991/meic-14.2014.58.

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"Discrete Analyses of Shear Failure in Reinforced Concrete". W SP-237: Finite Element Analysis of Reinforced Concrete Structures. American Concrete Institute, 2006. http://dx.doi.org/10.14359/18256.

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Iyer, K., G. T. Hahn i C. A. Rubin. "Clamping and Failure Mode Transitions in Structural Shear Joints". W ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2616.

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Applied-load-dependent evolutions of local gross- and net-section stress fields in aluminum and steel lap shear joints are examined in order to identify and define transitions between the frictional and bearing modes of load support. An airframe-type structural geometry is analyzed with an experimentally and numerically validated finite element model. Slip-resistant joints utilize fastener clamping to enhance frictional load support at panel-panel and bolt head-panel interfaces and postpone loading at fastener/panel-hole interfaces (bearing). In this work, nominal clamping strains of 0% and 0.5% are considered. Calculations without and with friction (μ = 0.2 and 0.4) are performed in order to separate effects of mechanical springback and friction on the transitions. The effective clamping is found to be only about one-third the nominal value.
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Agnelo Soares, José, i Antônio Cláudio Soares. "Identifying Rock Failure Mechanisms Through Shear Wave Velocity Measurements". W 7th International Congress of the Brazilian Geophysical Society. European Association of Geoscientists & Engineers, 2001. http://dx.doi.org/10.3997/2214-4609-pdb.217.226.

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Yuksel, S. B., i E. Kalkan. "Failure mechanism of shear-wall dominant multi-story buildings". W HPSM 2008. Southampton, UK: WIT Press, 2008. http://dx.doi.org/10.2495/hpsm080351.

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Raporty organizacyjne na temat "Shear Failure"

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Corona, Edmundo, Sharlotte Lorraine Bolyard Kramer i Brian T. Lester. Material Testing for Shear-Dominated Ductile Failure. Office of Scientific and Technical Information (OSTI), wrzesień 2016. http://dx.doi.org/10.2172/1562407.

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Garaizar, F., D. Trebotich, J. McNaney, M. Kumar, J. Stolken i G. Campbell. Shear Localization and Failure in Shocked Metals Final Report. Office of Scientific and Technical Information (OSTI), luty 2004. http://dx.doi.org/10.2172/15013902.

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Dawson, Daniel B. High-Rate Shear Deformation and Failure in Structural Alloys. Office of Scientific and Technical Information (OSTI), czerwiec 2002. http://dx.doi.org/10.2172/801502.

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Abeele, W., J. W. Nyhan, T. E. Hakonson, B. J. Drennon, E. A. Lopez, W. J. Herrera, G. J. Langhorst, J. L. Martinez i G. Trujillo. Consolidation and shear failure leading to subsidence and settlement. Final report. Office of Scientific and Technical Information (OSTI), luty 1986. http://dx.doi.org/10.2172/6082905.

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Abeele, W. V. Consolidation and shear failure leading to subsidence and settlement. Part I. Office of Scientific and Technical Information (OSTI), listopad 1985. http://dx.doi.org/10.2172/6141046.

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Corona, Edmundo. Shear dominated failure in the 'hat' specimen from the 2013 Sandia Fracture Challenge. Office of Scientific and Technical Information (OSTI), listopad 2016. http://dx.doi.org/10.2172/1333382.

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Corona, Edmundo. Shear dominated failure in the 'hat' specimen from the 2013 Sandia Fracture Challenge. Office of Scientific and Technical Information (OSTI), listopad 2016. http://dx.doi.org/10.2172/1338016.

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Corona, Edmundo, Lisa Anne Deibler, Benjamin Reedlunn, Mathew Duffy Ingraham i Shelley Williams. An Experimental Study of Shear-Dominated Failure in the 2013 Sandia Fracture Challenge Specimen. Office of Scientific and Technical Information (OSTI), kwiecień 2015. http://dx.doi.org/10.2172/1178303.

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Fermen-Coker, Muge. Implementation of Schoenfield-Wright Failure Criterion into a Three-Dimensional Adiabatic Shear Band Model in CTH. Fort Belvoir, VA: Defense Technical Information Center, wrzesień 2004. http://dx.doi.org/10.21236/ada428732.

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Rahmani, Mehran, i Manan Naik. Structural Identification and Damage Detection in Bridges using Wave Method and Uniform Shear Beam Models: A Feasibility Study. Mineta Transportation Institute, luty 2021. http://dx.doi.org/10.31979/mti.2021.1934.

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This report presents a wave method to be used for the structural identification and damage detection of structural components in bridges, e.g., bridge piers. This method has proven to be promising when applied to real structures and large amplitude responses in buildings (e.g., mid-rise and high-rise buildings). This study is the first application of the method to damaged bridge structures. The bridge identification was performed using wave propagation in a simple uniform shear beam model. The method identifies a wave velocity for the structure by fitting an equivalent uniform shear beam model to the impulse response functions of the recorded earthquake response. The structural damage is detected by measuring changes in the identified velocities from one damaging event to another. The method uses the acceleration response recorded in the structure to detect damage. In this study, the acceleration response from a shake-table four-span bridge tested to failure was used. Pairs of sensors were identified to represent a specific wave passage in the bridge. Wave velocities were identified for several sensor pairs and various shaking intensities are reported; further, actual observed damage in the bridge was compared with the detected reductions in the identified velocities. The results show that the identified shear wave velocities presented a decreasing trend as the shaking intensity was increased, and the average percentage reduction in the velocities was consistent with the overall observed damage in the bridge. However, there was no clear correlation between a specific wave passage and the observed reduction in the velocities. This indicates that the uniform shear beam model was too simple to localize the damage in the bridge. Instead, it provides a proxy for the overall extent of change in the response due to damage.
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