Log in

Relevant bibliographies by topics / Shear Failure / Journal articles

Journal articles on the topic 'Shear Failure'

To see the other types of publications on this topic, follow the link: Shear Failure.

Author: Grafiati

Published: 4 June 2021

Last updated: 20 February 2023

Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles

Select a source type:

Consult the top 50 journal articles for your research on the topic 'Shear Failure.'

Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.

You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.

Browse journal articles on a wide variety of disciplines and organise your bibliography correctly.

1

Stimpson, B., K. Barron, and K. Kosar. "Multiple-block plane shear slope failure." Canadian Geotechnical Journal 24, no. 4 (November 1, 1987): 479–89. http://dx.doi.org/10.1139/t87-064.

Full text

Abstract:

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.

APA, Harvard, Vancouver, ISO, and other styles

2

Bahari, Shahril Anuar, and Mansur Ahmad. "Failure Behaviour of Semantan Bamboo Strips Loaded in Bending and Shear." Key Engineering Materials 462-463 (January 2011): 1176–81. http://dx.doi.org/10.4028/www.scientific.net/kem.462-463.1176.

Full text

Abstract:

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.

APA, Harvard, Vancouver, ISO, and other styles

3

Adewole, K. K., and Oladejo O. Joy. "Finite-element block shear failure deformation-to-fracture failure analysis." Canadian Journal of Civil Engineering 47, no. 4 (April 2020): 418–27. http://dx.doi.org/10.1139/cjce-2018-0498.

Full text

Abstract:

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.

APA, Harvard, Vancouver, ISO, and other styles

4

Yang, Xinlei, Hanchen Wu, Jianxin Zhang, and Hailiang Wang. "Shear Behavior of Hollow Concrete Block Masonry with Precast Concrete Anti-Shear Blocks." Advances in Materials Science and Engineering 2019 (April 24, 2019): 1–10. http://dx.doi.org/10.1155/2019/9657617.

Full text

Abstract:

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.

APA, Harvard, Vancouver, ISO, and other styles

5

Kim, J. M., S. W. Son, T. G. Ryu, and 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, no. 1 (2015): 19–26. http://dx.doi.org/10.14247/lti.17.1_19.

Full text

APA, Harvard, Vancouver, ISO, and other styles

6

Kwon, D. "Hydrogen-induced shear type failure." Scripta Metallurgica 22, no. 9 (January 1988): 1515–20. http://dx.doi.org/10.1016/s0036-9748(88)80030-9.

Full text

APA, Harvard, Vancouver, ISO, and other styles

7

Li, X. S. "Modeling of Dilative Shear Failure." Journal of Geotechnical and Geoenvironmental Engineering 123, no. 7 (July 1997): 609–16. http://dx.doi.org/10.1061/(asce)1090-0241(1997)123:7(609).

Full text

APA, Harvard, Vancouver, ISO, and other styles

8

Meyer, L. W., E. Staskewitsch, and A. Burblies. "Adiabatic shear failure under biaxial dynamic compression/ shear loading." Mechanics of Materials 17, no. 2-3 (March 1994): 203–14. http://dx.doi.org/10.1016/0167-6636(94)90060-4.

Full text

APA, Harvard, Vancouver, ISO, and other styles

9

Kinugasa, Hideyuki, and Setsuro Nomura. "Failure Mechanism Comparison of Reversed Cyclic Loading Failure with Shear Failure." Concrete Research and Technology 6, no. 2 (1995): 85–97. http://dx.doi.org/10.3151/crt1990.6.2_85.

Full text

APA, Harvard, Vancouver, ISO, and other styles

10

Tremblay, Robert, Denis Mitchell, and René Tinawi. "Damage to industrial structures due to the 27 February 2010 Chile earthquake." Canadian Journal of Civil Engineering 40, no. 8 (August 2013): 735–49. http://dx.doi.org/10.1139/cjce-2012-0197.

Full text

Abstract:

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.

APA, Harvard, Vancouver, ISO, and other styles

11

Bao, Y. W., J. X. Chen, X. H. Wang, and Y. C. Zhou. "Shear strength and shear failure of layered machinable Ti3AlC2 ceramics." Journal of the European Ceramic Society 24, no. 5 (May 2004): 855–60. http://dx.doi.org/10.1016/s0955-2219(03)00328-5.

Full text

APA, Harvard, Vancouver, ISO, and other styles

12

Jin, Zibo, Jin Zhou, and Daochun Li. "Finite Element Simulations of Dynamic Shear Fracture of Hollow Shear Pins." International Journal of Aerospace Engineering 2021 (September 23, 2021): 1–16. http://dx.doi.org/10.1155/2021/4652556.

Full text

Abstract:

The shear pin structure is widely used in aeronautics and astronautics structures to deal with emergency structure separation problems. The shear pin design has a strict restriction on the precise failure load and definite failure mode. Previous research has conducted shear fracture tests and simulations of solid shear pins while there is a lack of detailed research on the shear fracture of hollow shear pins with large diameters. In this research, a 3-dimensional finite element model was built based on the actual shear pin installed on the aircraft engine pylon and the model was validated by the experiment. The influences of the inner diameter of hollow shear pins on the shear fracture process were investigated by conducting finite element simulations. The structural deformation, energy dissipation in the fracture process, and failure load of shear pins were evaluated. It is found that as the inner diameter increases, the failure mode of shear pins changed and would result in difficulties on the structure separation. To solve this problem, a new configuration of hollow shear pin was proposed for the purpose of obtaining both desired failure load and failure mode. The new configuration was verified by the fracture simulation and it is found that the new configuration is effective and can be used to improve the shear fracture performance.

APA, Harvard, Vancouver, ISO, and other styles

13

Wang, Zuo Hu, Xiu Li Du, and Jing Bo Liu. "Shear Behavior of CFRP Prestressed Concrete Beams without Stirrups." Advanced Materials Research 266 (June 2011): 126–29. http://dx.doi.org/10.4028/www.scientific.net/amr.266.126.

Full text

Abstract:

Five beams were tested up to failure to study the shear behavior of concrete beams prestressed with fiber reinforced polymer (FRP). Different factors were taken into consideration: the type of prestressing tendons and the shear span ratio. The shear failure modes and the influence of different factors on shear behavior were investigated in details. The test results showed that FRP prestressed beams without stirrups had two shear failure modes: diagonal compression failure and shear compression failure; the shear span ratio was the most important factor to determine the failure mode and shear capacity of the prestressed beams. The shear capacity of concrete members prestressed with FRP tendons was lower than that of concrete beams prestressed with steel cables.

APA, Harvard, Vancouver, ISO, and other styles

14

Chang, Fang Qiang. "Shear Failure of Seabed Induced by Wave at the Chengdao Sea, the Yellow River Estuary." Advanced Materials Research 243-249 (May 2011): 4701–4. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.4701.

Full text

Abstract:

The shear failure mechanism induced by wave of seabed at the Chengdao Sea was analyzed, one model to calculate the shear failure was established, and the factor of safety of shear failure at the different locations was calculated, some conclusions were gotten: (1) The shear stress at the seabed induced by wave and gravity along the submarine slope are the main triggers to cause shear failure, and the shear stress at the seabed surface induced by wave and currents can be ignored; (2) At extreme sea conditions, the shear failure regions are mainly distributed within the north-west and south-east. The shear failure depth of north-west area is within 4m, and that at south-east is relatively large, beyond 4m in depth. (3) The shear failure of Chengdao Sea was mainly controlled by wave stress in seabed. The shear failure region and depth calculated in this paper can be referred in oil engineering facilities design and construction.

APA, Harvard, Vancouver, ISO, and other styles

15

Ng, Chee Khoon, Alex Mee Kuei Tiong, and See Hung Lau. "Analytical Model for RC Beams with Externally Bonded Laminates Using Strut-and-Tie Method." Advanced Materials Research 446-449 (January 2012): 3218–28. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.3218.

Full text

Abstract:

An analytical model for RC beam strengthened with externally bonded laminates based on the strut-and-tie method is reported herein for predicting the strength and mode of failure of the strengthened RC beam. From the proposed model, four inequality equations were derived corresponding to four possible modes of failure. These four inequality equations define a safe domain. When the loading path up to the ultimate flexural limit state of a beam is plotted on the same diagram, the mode of failure and strength of the beam can be identified. The possible modes of failure consist of both flexure-type and shear-type failures. Flexure-type failure is due to the yielding of internal longitudinal reinforcement or the yielding of externally bonded laminates, whereas shear-type failure is due to the crushing of the diagonal compressive concrete strut or the yielding of the shear reinforcement. The failure mode initiated by one flexure-type followed by another is possible. Mode of failure initiated by one flexure-type followed by a shear-type is also possible but not otherwise. In short, this model describes the mode of failure and the corresponding strength of an RC beam strengthened with externally bonded laminates, which can be used to verify the adequacy of design for beam strengthening.

APA, Harvard, Vancouver, ISO, and other styles

16

Zhang, Lifeng, Hui Liu, Wenqiang Li, Hangjun Liu, Xuehui An, and Xiaoruan Song. "Experimental Study on Mechanical Properties of Interface between Basalt Fiber-Reinforced Polymer/Glass Fiber-Reinforced Polymer Composite Cement Plate and Concrete." Advances in Materials Science and Engineering 2021 (March 17, 2021): 1–13. http://dx.doi.org/10.1155/2021/6616898.

Full text

Abstract:

The bonding behaviors of the plate-concrete interface of a composite structure consisting of a concrete block in the middle and two cement plates at both sides play a key role in its overall mechanical performance. In this paper, the authors conduct 3 groups of push-out shear tests on a total of 39 composite samples to assess the bonding performance. The influence of the FRP cement plates, the concrete strength, and the ribs installed in the cement plate on the interfacial shear strength, the relative bond-slip, strain, and the failure modes of the composite samples is recorded and analyzed. The results show that (1) the shear strength and bond-slip performance of the interface are largely improved if the GFRP/BRRP cement plates are used; (2) shear strength of the interface increases with the concrete strength, while the deformation behaviors show no significant improvement; (3) an inclusion of the ribs to the interface enhances the shear strength and shear stiffness but decreases the maximum relative slip at failure; (4) most of the samples present the shear failures along the interface; however, the bending shear failure prior to the interface shear failure is also observed on the concrete block for low concrete strength samples and the samples with ribs; and (5) regression method is used to develop a constitutive model of the stress-slip at the interface to describe the relationship between the shear strength with the cement plates, the concrete strength, and ribs.

APA, Harvard, Vancouver, ISO, and other styles

17

Zhang, Hou Quan, Li Song, Junjie Liu, Tao Xu, Xiong Chen, and Zheng Zhao Liang. "Numerical Study on Shear Strength and Failure Pattern of Jointed Rock under Shear Testing." Key Engineering Materials 297-300 (November 2005): 2617–22. http://dx.doi.org/10.4028/www.scientific.net/kem.297-300.2617.

Full text

Abstract:

The purpose of this paper is to investigate shear strength and failure pattern of rock containing two parallel open joints with different horizontal separations using RFPA2D (rock failure process analysis) code. Specimens are placed in a direct shear box. The upper is invariably loaded with normal stress 0.15MPa, the left is controlled by a constant increasing horizontal displacement 0.002mm/step. The whole shear failure process is visually represented and the failure pattern in reasonable accordance with previous experimental results is obtained. In general, only mixed mode (tensile and shear) is observed for the failure pattern in the numerical tests. Tensile cracks initiate from the tips of pre-existing joints respectively with an initiation angle of about 45°, then propagate towards another joint in a single stria; Shear cracks occur in the further process and the main direction of shear failure surface is roughly parallel to shear loading. The failure pattern of bridged rock is mainly controlled by the joint separation and the roughness of wavy shear failure surface is different, which is mostly influenced by the joint separation in the same way. The peak shear load, related to the failure patterns, decreases with the increase of joint separation, but the shear strength of intact rock is invariable.

APA, Harvard, Vancouver, ISO, and other styles

18

Marzouk, H., E. Rizk, and R. Tiller. "Design of shear reinforcement for thick plates using a strut-and-tie model." Canadian Journal of Civil Engineering 37, no. 2 (February 2010): 181–94. http://dx.doi.org/10.1139/l09-120.

Full text

Abstract:

The strut-and-tie method is a rational approach to structural concrete design that results in a uniform and consistent design philosophy. A strut-and-tie model has been developed to model the punching-shear behaviour of thick concrete plates. This model provides a quick and simple approach to check the punching-shear behaviour. Thick concrete slabs (250–500 mm) without shear reinforcement can exhibit brittle shear failure under a central force and an unbalanced moment. Shear reinforcement has proven to be very effective in preventing such failures. The developed strut-and-tie model has also been used to evaluate the minimum shear reinforcement required to prevent brittle shear failure of two-way slabs in the vicinity of concentrated loads. The strut-and-tie model for symmetric punching consists of a “bottle-shaped” compressive zone in the upper section of the slab depth, leading to a “rectangular-stress” compressive zone in the lower section of the slab depth. Inclined shear cracking develops in the bottle-shaped zone prior to failure in the lower zone. Cracking in the bottle-shaped zone is related to the splitting tensile strength of concrete.

APA, Harvard, Vancouver, ISO, and other styles

19

Aben, Franciscus M., and Nicolas Brantut. "Dilatancy stabilises shear failure in rock." Earth and Planetary Science Letters 574 (November 2021): 117174. http://dx.doi.org/10.1016/j.epsl.2021.117174.

Full text

APA, Harvard, Vancouver, ISO, and other styles

20

Kuříková, Marta, David Sekal, František Wald, and Nadine Maier. "Advanced Design of Block Shear Failure." Metals 11, no. 7 (July 8, 2021): 1088. http://dx.doi.org/10.3390/met11071088.

Full text

Abstract:

This paper presents the behaviour and design procedure of bolted connections which tend to be sensitive to block shear failure. The finite element method is employed to examine the block shear failure. The research-oriented finite element method (RFEM) model is validated with the results of experimental tests. The validated model is used to verify the component-based FEM (CBFEM) model, which combines the analysis of internal forces by the finite element method and design of plates, bolts and welds by the component method (CM). The CBFEM model is verified by an analytical solution based on existing formulas. The method is developed for the design of generally loaded complicated joints, where the distribution of internal forces is complex. The resistance of the steel plates is controlled by limiting the plastic strain of plates and the strength of connectors, e.g., welds, bolts and anchor bolts. The design of plates at a post-critical stage is available to allow local buckling of slender plates. The prediction of the initial stiffness and the deformation capacity is included natively. Finally, a sensitivity study is prepared. The studied parameters include gusset plate thickness and pitch distance.

APA, Harvard, Vancouver, ISO, and other styles

21

Deng, H., and S. Nemat-Nasser. "Microcrack Interaction and Shear Fault Failure." International Journal of Damage Mechanics 3, no. 1 (January 1994): 3–37. http://dx.doi.org/10.1177/105678959400300101.

Full text

APA, Harvard, Vancouver, ISO, and other styles

22

Kimura, Tsuyoshi, and Tetsuro Esaki. "Shear Failure of Irregulal Rock Joints." Doboku Gakkai Ronbunshu, no. 499 (1994): 41–50. http://dx.doi.org/10.2208/jscej.1994.499_41.

Full text

APA, Harvard, Vancouver, ISO, and other styles

23

Słowik, Marta. "Shear Failure Mechanism in Concrete Beams." Procedia Materials Science 3 (2014): 1977–82. http://dx.doi.org/10.1016/j.mspro.2014.06.318.

Full text

APA, Harvard, Vancouver, ISO, and other styles

24

Grady, Dennis E. "Adiabatic shear failure in brittle solids." International Journal of Impact Engineering 38, no. 7 (July 2011): 661–67. http://dx.doi.org/10.1016/j.ijimpeng.2011.01.001.

Full text

APA, Harvard, Vancouver, ISO, and other styles

25

Rittel, D., Z. G. Wang, and M. Merzer. "Some experiments on adiabatic shear failure." Journal de Physique IV (Proceedings) 134 (July 26, 2006): 835–38. http://dx.doi.org/10.1051/jp4:2006134128.

Full text

APA, Harvard, Vancouver, ISO, and other styles

26

Kotsovos, M. D. "Shear failure of reinforced concrete beams." Engineering Structures 9, no. 1 (January 1987): 32–38. http://dx.doi.org/10.1016/0141-0296(87)90038-1.

Full text

APA, Harvard, Vancouver, ISO, and other styles

27

Rittel, D., and S. Osovski. "Dynamic failure by adiabatic shear banding." International Journal of Fracture 162, no. 1-2 (March 2010): 177–85. http://dx.doi.org/10.1007/s10704-010-9475-8.

Full text

APA, Harvard, Vancouver, ISO, and other styles

28

Pollock, P. B. "Shear failure of carbon-carbon yarns." Carbon 31, no. 3 (1993): 530–32. http://dx.doi.org/10.1016/0008-6223(93)90144-y.

Full text

APA, Harvard, Vancouver, ISO, and other styles

29

Khambalkar, Vicky, Chandrahas Handa, and Abhinav Ninawe. "Design Approach For Failure Detection Of Connecting Link Of Electric Overhead Traveling Crane Employed In Vigour Metal & Alloy, Butibori, Nagpur, Maharashtra." International Journal for Research in Applied Science and Engineering Technology 10, no. 6 (June 30, 2022): 1089–95. http://dx.doi.org/10.22214/ijraset.2022.43954.

Full text

Abstract:

Abstract: This paper gives the design approach for failure of connecting link at keyway for electric overhead traveling crane. Failure of connecting link occurs in electric overhead traveling crane which is presently equipped in Vigour Metals and Alloy, MIDC Butibori, Nagpur, Maharashtra, India. The capacity of electric overhead traveling crane is 5 Tons. Within this work, as per problem identification in same industry, an approach of failure analysis for critical part of crane had been carried. In this paper, discussion of the torque, maximum shear stress, equivalent shear stress, shear stress, bending stress, bending moment, twisting moment, forces, etc., which are induced in connecting link while performing some operation or loading and unloading of materials or containers have done. To identify and minimize this failure occurs in connecting link, detail literature search and analytical treatment is carried. Keywords: Connecting link, keyway, electric overhead traveling crane, shear stress, torque, bending moment, failures, design approach, etc.

APA, Harvard, Vancouver, ISO, and other styles

30

Farahmand, Hooman, Mohammad Reza Azadi Kakavand, Shahriar Tavousi Tafreshi, and Pooria Hafiz Hafiz. "The Effect of Mechanical and Geometric Parameters on the Shear and Axial Failures of Columns in Reinforced Concrete Frames." Ciência e Natura 37 (December 21, 2015): 247. http://dx.doi.org/10.5902/2179460x20854.

Full text

Abstract:

Experimental research activities and post-earthquake considerations have demonstrated that reinforcedconcrete columns with light or widely spaced transverse reinforcement are vulnerable to shear failure duringearthquakes. According to this point by using failure limit curve, we can assess the effective parameters in shearand axial failure of reinforced concrete columns in framed buildings. In the current study by flexural, shear andaxial springs which are used in series, shear and axial failures and important effective parameters have beenassessed, Besides 5,10 and 15 story models with different amounts of initial axial load ratio have been analyzedby nonlinear push-over analysis. The results of analytical models contain behavior of buildings based on differentinitial axial load ratio and different spacing of transverse reinforcement are compared

APA, Harvard, Vancouver, ISO, and other styles

31

Si, Xiu Yong, Jian Bo Zhao, and Xiang Zhong Bai. "Mechanical Properties Research of Steel-Concrete Composite Structure's Connector." Advanced Materials Research 738 (August 2013): 128–32. http://dx.doi.org/10.4028/www.scientific.net/amr.738.128.

Full text

Abstract:

A new type of PBL shear connector gets more attention with the rapid development of steel-concrete composite structure. The PBL shear connector's static behavior and influence factors thereof are analysed through experiments. The PBL shear connector's force-transmission mechanism is discussed. The conclusions show that the thickness of perforate plate has significant impact of PBL shear connectors design bearing capacity, shear stiffness and ultimate bearing capacity. According to the thickness of perforate plate, the failure mode of PBL shear connector may appear to flexural and shear failure of perforate rebar, shear failure of perforate rebar or shear failure of perforate plate.

APA, Harvard, Vancouver, ISO, and other styles

32

Winters, Katherine, Woodman Berry, Greg Seimens, and Oliver-Denzil Taylor. "Failure mode transitions of unconfined granular media from dry to unsaturated to “quasi-fully” saturated states." E3S Web of Conferences 195 (2020): 03023. http://dx.doi.org/10.1051/e3sconf/202019503023.

Full text

Abstract:

Recent research has shown discrepancies between the prevailing mathematical representations of near-surface shear strength and the observed shear strengths. This investigation focuses on three granular materials, i.e., 1) poorly-graded, medium-fine silica-quartz sand, 2) an engineered silica-quartz mix of 3.38-mm and 0.638-mm sub-angular particles, and 3) an angular fused quartz sand. Specimens were tested under load-controlled conditions at variable saturations in order to identify and quantify the influence of suction on the granular structures and failure modes. All three materials exhibited localized radial particle force chain buckling failures in unconfined drained dry (UDκ) conditions and classical shear failures in the unconfined drained unsaturated shear (UDP) conditions. In unconfined drained suction failures (UDS) conditions, the poorly-graded, medium-fine silica-quartz sand exhibited a bulging and sloughing failure without weeping, while the other two materials wept and then held loads before failure. Thus, it is suggested that the pore fluid had a predominate lubrication (strength weakening) effect, and the assumption of structure stiffening (strength increase) from matric suction may not be valid at near-surface conditions for sub-angular silica-quartz materials but is valid for the angular fused quartz.

APA, Harvard, Vancouver, ISO, and other styles

33

Guo, Baohua, and Hangyu Dong. "Shear failure modes and AE characteristics of sandstone and marble fractures." Open Geosciences 11, no. 1 (June 12, 2019): 249–62. http://dx.doi.org/10.1515/geo-2019-0020.

Full text

Abstract:

Abstract To study the shear failure modes of rock fractures with different morphologies, rock types and test conditions, direct shear tests were conducted with the aid of an acoustic emission test system to obtain the characteristics of acoustic emissions in the shear process. The test results indicated that sandstone fractures experienced brittle shear failure under higher constant normal loads (15-30 kN) and plastic shear failure under lower normal loads (5 kN and 10 kN), while the marble fracture experienced plastic shear failure under each normal load. Dropping of shear stress, sharp change from shear dilatation to shear shrinkage and sudden release of high AE energy could be found when brittle shear failure occurred in sandstone fracture under a higher normal load. Thus, combining the location evolution characteristics of acoustic emission, it can be concluded that the entire shear dislocation of sandstone fracture in brittle shear failure mode happened just after the peak under higher normal loads. However, the entire shear dislocation of sandstone fracture under lower normal loads and marble fracture under all normal loads occurred just at the beginning of the shear process.

APA, Harvard, Vancouver, ISO, and other styles

34

Mantilla, J. N. R., M. A. Smits, V. D. Pizzol, P. V. Krüger, M. A. P. Rezende, R. C. Alves, and E. V. M. Carrasco. "Measurement Uncertainty Calculation of the Shear Stress in the Shear Tests." Applied Mechanics and Materials 864 (April 2017): 302–7. http://dx.doi.org/10.4028/www.scientific.net/amm.864.302.

Full text

Abstract:

The objective of this paper is to present a methodology for the measurement of the uncertainty in the calculation result in the shear strength test. Is intended with this work is to gather subsidies to justify the adoption of the measurement of the uncertainty in calculation procedure as a regulatory requirement and part of the report of wood characterization tests. The motivation for submitting this proposal is due to the difficulty in reaching some technical requirements specified by the rules, especially the requirement on "quality assurance testing and calibration results". The proposed methodology consolidates the procedures necessary to obtain the individual measurement uncertainty of the failure stress and the mean result of the uncertainty of failure stress. This methodology meets the requirements of a quality management system. The uncertainty values of the individual results of failure stress were negligible indicating a high-quality equipment and good calibration of them. The uncertainty of the measurement of the mean failure stress was considerable, indicating the importance of their consideration in the safety of wooden structures.

APA, Harvard, Vancouver, ISO, and other styles

35

Xu, Jianchao, Bo Diao, Quanquan Guo, Yinghua Ye, Y. L. Mo, and Tianmin Zhou. "Parametric Study on Mixed Torsional Behavior of U-Shaped Thin-Walled RC Girders." Advances in Civil Engineering 2018 (November 15, 2018): 1–18. http://dx.doi.org/10.1155/2018/3497390.

Full text

Abstract:

Nowadays, U-shaped thin-walled concrete girders have been widely applied in the urban construction of rail viaducts in China as well as worldwide. However, the mixed torsional behaviors of these structures are not well understood. In this paper, the mixed torsional behaviors of the U-shaped thin-walled RC girders are theoretically analyzed, and a method predicting failure modes and ultimate torques is proposed. Nonlinear FE models based on ABAQUS to simulate the mixed torsional behaviors are built and calibrated with the test results. Parametric studies considering three crucial parameters (boundary condition, span length-section height ratio, and ratio of longitudinal bars to stirrups) are conducted based on both the above suggested calculating method and the FE modeling. The calculated and the simulated results agree well with each other and with the test results. It is found that the failure modes of the U-shaped thin-walled RC girders under torsion are influenced by all the three parameters. Three kinds of failure modes are observed: flexural failures dominated by warping moment, shear failures caused by warping torque and circulatory torque, and flexural-shear failures in the cases where flexural failure and shear failure appear almost at the same time.

APA, Harvard, Vancouver, ISO, and other styles

36

Lakshmi Balasubramaniam, Guruvignesh, Enkhsaikhan Boldsaikhan, Gratias Fernandez Joseph Rosario, Saravana Prabu Ravichandran, Shintaro Fukada, Mitsuo Fujimoto, and Kenichi Kamimuki. "Mechanical Properties and Failure Mechanisms of Refill Friction Stir Spot Welds." Journal of Manufacturing and Materials Processing 5, no. 4 (November 1, 2021): 118. http://dx.doi.org/10.3390/jmmp5040118.

Full text

Abstract:

Refill friction stir spot welding (RFSSW) is an innovative solid-state welding technology for aluminum structures. The presented study aimed to evaluate the mechanical properties of refill spot welds and their failure mechanisms with the use of industrial test standards. The mechanical properties of refill spot welds were compared with those of rivet joints with comparable joint sizes. Static load tests indicated that RFSSW coupons demonstrate higher ultimate shear strengths but slightly lower ultimate tension strengths than those of rivet coupons. Fatigue test results indicated that both RFSSW coupons and rivet coupons demonstrate comparable performances during low-load-level fatigue lap shear tests but RFSSW coupons outperform rivet coupons during high-load-level fatigue lap shear tests. The failure mechanisms of refill spot welds were characterized in terms of external loading, parent metal properties, and weld properties. Refill spot weld failures included parent metal tensile failures, nugget pullouts, and interfacial failures. A refill spot weld may demonstrate one or a combination of these mechanical failures. Although the mechanical tests of refill spot welds demonstrated promising results with predictable failure mechanisms, the metallurgical evolution involved in RFSSW remains a subject to study.

APA, Harvard, Vancouver, ISO, and other styles

37

Wang, Fei, Ping Cao, Yu Chen, Qing-peng Gao, and Zhu Wang. "An Experimental Study on Mechanical Behavior of Parallel Joint Specimens under Compression Shear." Advances in Civil Engineering 2018 (August 8, 2018): 1–12. http://dx.doi.org/10.1155/2018/5428670.

Full text

Abstract:

In order to investigate the influence of the joint on the failure mode, peak shear strength, and shear stress-strain curve of rock mass, the compression shear test loading on the parallel jointed specimens was carried out, and the acoustic emission system was used to monitor the loading process. The joint spacing and joint overlap were varied to alter the relative positions of parallel joints in geometry. Under compression-shear loading, the failure mode of the joint specimen can be classified into four types: coplanar shear failure, shear failure along the joint plane, shear failure along the shear stress plane, and similar integrity shear failure. The joint dip angle has a decisive effect on the failure mode of the specimen. The joint overlap affects the crack development of the specimen but does not change the failure mode of the specimen. The joint spacing can change the failure mode of the specimen. The shear strength of the specimen firstly increases and then decreases with the increase of the dip angle and reaches the maximum at 45°. The shear strength decreases with the increase of the joint overlap and increases with the increase of the joint spacing. The shear stress-displacement curves of different joint inclination samples have differences which mainly reflect in the postrupture stage. From monitoring results of the AE system, the variation regular of the AE count corresponds to the failure mode, and the peak value of the AE count decreases with the increase of joint overlap and increases with the increase of joint spacing.

APA, Harvard, Vancouver, ISO, and other styles

38

Guo, Shao Hua. "The Shear Failure Modes and Anisotropy Based on the Shear Strength Theory in Classical Solid Mechanics." Applied Mechanics and Materials 387 (August 2013): 164–67. http://dx.doi.org/10.4028/www.scientific.net/amm.387.164.

Full text

Abstract:

The shear failure modes of anisotropic solids are studied here based on the elastic standard space of physical presentation, some new shear failure phenomena for anisotropic solids are presented. The relations between shear failure modes and anisotropy are discussed. The results show that there are obvious differences in shear failure modes for different anisotropic solids.

APA, Harvard, Vancouver, ISO, and other styles

39

Jain, Neraj, and Dietmar Koch. "Prediction of Failure in Ceramic Matrix Composites Using Damage-Based Failure Criterion." Journal of Composites Science 4, no. 4 (December 7, 2020): 183. http://dx.doi.org/10.3390/jcs4040183.

Full text

Abstract:

This paper presents a damage-based failure criterion and its implementation in order to predict failure in ceramic matrix composites (CMC) manufactured via filament winding. The material behavior of CMCs is anisotropic and strongly depends on the angle between fiber orientation and loading direction. The inelastic behavior of laminates with different fiber orientations under tension and shear is modeled with the help of continuum damage mechanics. The parameters required for the damage model are obtained from a standard tensile and shear test. An isotropic damage law determines the evolution of damage in thermodynamic space and considers the interaction of damage parameters in different principal material directions. A quadratic damage-based failure criterion inspired by the Tsai-Wu failure criterion is proposed. Failure stress and strain can be predicted with higher accuracy compared to the Tsai-Wu failure criterion in stress- or strain-space. The use of the proposed damage limits allows designing a CMC component based on the microstructural phenomenon of stiffness loss. With the help of results obtained from modeling and experiments, fracture mechanics during the Iosipescu-shear test of CMCs and its capability to determine the shear strength of the material is discussed.

APA, Harvard, Vancouver, ISO, and other styles

40

Mitchell, Denis, Sharlie Huffman, Robert Tremblay, Murat Saatcioglu, Dan Palermo, René Tinawi, and David Lau. "Damage to bridges due to the 27 February 2010 Chile earthquake." Canadian Journal of Civil Engineering 40, no. 8 (August 2013): 675–92. http://dx.doi.org/10.1139/l2012-045.

Full text

Abstract:

This paper provides a summary of the damage to bridges in the Mw 8.8 Chile earthquake of 27 February 2010. Lessons from the different types of structural damage observed on concrete and steel bridges are discussed. The important roles played by soil liquefaction, settlement and embankment failures are highlighted. Aspects such as shear failure of steel piles, shear failure of concrete substructure elements, failures and severe buckling of steel braces, failures of shear keys and restrainers at supports, and damage to girders due to lack of diaphragms are described. Many examples of loss of superstructure support are presented. Skew supports and multi-span simply supported bridges were particularly susceptible to loss of support. Several aspects of the Chilean bridge design code are discussed and compared with North American codes (CSA S6 and AASHTO).

APA, Harvard, Vancouver, ISO, and other styles

41

Rahimi, Reza, and Runar Nygaard. "Comparison of rock failure criteria in predicting borehole shear failure." International Journal of Rock Mechanics and Mining Sciences 79 (October 2015): 29–40. http://dx.doi.org/10.1016/j.ijrmms.2015.08.006.

Full text

APA, Harvard, Vancouver, ISO, and other styles

42

Bek, Anja, Goran Jeftić, Stjepan Strelec, and Jasmin Jug. "Influence of shear rate on the soil's shear strength." Environmental engineering 8, no. 1-2 (December 1, 2021): 39–47. http://dx.doi.org/10.37023/ee.8.1-2.6.

Full text

Abstract:

One of the most important mechanical properties is shear strength. It is conditioned by the value of the maximum shear stress that the soil can withstand before failure. Exceeding the shear strength causes one particle to slide next to another, causing the failure of soil. The shear strength of the soil for effective stresses is1 a combination of drained strength parameters: internal friction angle (φ) and cohesion (c) defined by the Mohr-Coulomb failure criterion. It is determined “in situ” and by laboratory experiments. Direct shear is the oldest and the simplest laboratory experiment to determine the shear strength of the soil. The first phase of experiment is specimen consolidation under specific vertical stress, and in the second phase specimens are sheared at a given shear rate, depending on the consolidation properties of the soil. Cohesionless soils are sheared at up to 100 times higher shear rate compared to cohesive soils. Shear rate and drainage conditions affect the magnitude of soil strength parameters. The paper is based on the comparison and demonstration of the influence of different shear rates on the peak and residual shear strength in the direct shear device. The tests were performed on two samples of low plasticity clay (CL) and one sample of high plasticity clay (CH).

APA, Harvard, Vancouver, ISO, and other styles

43

Hu, Yan Jun, and Yan Liang Du. "Experimental Study on External Anchorage Technique for Strengthening of the Existing Bridges." Applied Mechanics and Materials 351-352 (August 2013): 1499–502. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.1499.

Full text

Abstract:

Anchoring the external prestressing to the bridge end block is one of the key issues for strengthening of existing concrete bridges. This paper presents an innovative technique to fix steel brackets to the sides of the end block by two transverse pretensioned through-rods and three expansion bolts in both friction and shear pattern. In order to validate the technique, two steel reinforced concrete specimens (J1 and J2) fixed with experimental steel brackets are prepared and an experiment investigation has been carried out. Two sudden failures have been observed. The failure patterns of expansion bolts in J1 are pullout failure and shear failure, and two transverse pretensioned through-rods have large yield deformation. The failure patterns of expansion bolts in J2 are similar, but the failure patterns of two transverse pretensioned through-rods are shear fracture. The relationship of force and slip is linear but with two different slope when the load less than 2000kN in both J1 and J2.

APA, Harvard, Vancouver, ISO, and other styles

44

Chidambaram, S., Ashok Kamaraj, R. Saravana Kumar, and V. Karthik. "Shear Fracture and Industrial Overload Failure of Mechanical Fuse Shear Pin." IOP Conference Series: Materials Science and Engineering 377 (June 2018): 012004. http://dx.doi.org/10.1088/1757-899x/377/1/012004.

Full text

APA, Harvard, Vancouver, ISO, and other styles

45

Kishi, N., H. Mikami, K. G. Matsuoka, and T. Ando. "Impact behavior of shear-failure-type RC beams without shear rebar." International Journal of Impact Engineering 27, no. 9 (October 2002): 955–68. http://dx.doi.org/10.1016/s0734-743x(01)00149-x.

Full text

APA, Harvard, Vancouver, ISO, and other styles

46

Adewole, K. K., and S. O. Adesogan. "Finite Element Single-Bolt Shear Connection Shear-Out Fracture Failure Analysis." Journal of Failure Analysis and Prevention 18, no. 3 (April 9, 2018): 659–66. http://dx.doi.org/10.1007/s11668-018-0457-x.

Full text

APA, Harvard, Vancouver, ISO, and other styles

47

Hu, L., and J. Wang. "Pure-shear Failure of Thin Films by Laser-induced Shear Waves." Experimental Mechanics 46, no. 5 (July 25, 2006): 637–45. http://dx.doi.org/10.1007/s11340-006-9345-5.

Full text

APA, Harvard, Vancouver, ISO, and other styles

48

Xin-pu, Shen, and Zenon Mroz. "Shear beam model for interface failure under antiplane shear (II)— Instability." Applied Mathematics and Mechanics 21, no. 11 (November 2000): 1229–36. http://dx.doi.org/10.1007/bf02459243.

Full text

APA, Harvard, Vancouver, ISO, and other styles

49

Theocaris, P. S. "Positive and Negative Failure-Shears in Orthotropic Materials." Journal of Reinforced Plastics and Composites 11, no. 1 (January 1992): 32–55. http://dx.doi.org/10.1177/073168449201100103.

Full text

Abstract:

Failure predictions of off-axis loaded fiber composite laminae are given according to the elliptic paraboloid failure criterion for anisotropic solids [1]. The failure condition assumes that for any anisotropic solid a safe triaxial loading path exists, along the hydrostatic compression, and thus the failure surface must be open-ended. By appropriately formulating the failure criterion, it is shown that the geometric interpretation of the failure surface in the principal stress space is an elliptic paraboloid (EPFS) whose axis of symmetry is parallel to the hydrostatic axis in the principal stress space. Because of the shape and position of the EPFS, the intersections by principal stress planes corresponding to loadings of off-axis laminae of a fiber composite are represented by ellipses whose origins are displaced from the origin of the stress reference frame. This fact creates unequal shear yield stresses in the positive and negative sense clearly manifested in a pure shear failure loading. The predictions of the above criterion for plane stress failure loadings of laminae, and especially for pure shear induced failures, are compared with existing experimental data for various fiber composites and are shown to be in satisfactory agreement.

APA, Harvard, Vancouver, ISO, and other styles

50

Fukuda, Takashi, Shotaro Sanuki, Masaki Miyakawa, and Kazunori Fujikake. "Influence of Loading Rate on Shear Failure Resistance of RC Beams." Applied Mechanics and Materials 82 (July 2011): 229–34. http://dx.doi.org/10.4028/www.scientific.net/amm.82.229.

Full text

Abstract:

The aim of this study was to investigate the dynamic shear failure behavior of RC beams under rapid loading through an experimental study. Thus, rapid loading test for 48 RC beams was performed, in which shear span-to-depth ratio, shear reinforcement ratio and loading rate were variable. The RC beams exhibited diagonal tension failure, shear compression failure and flexural failure depending mainly on the shear span-to-depth ratio and the shear reinforcement ratio. The influence of loading rate on the maximum resistance is more significant for the RC beams failed in shear than for those failed in flexure.

APA, Harvard, Vancouver, ISO, and other styles

We offer discounts on all premium plans for authors whose works are included in thematic literature selections. Contact us to get a unique promo code!