Relevant bibliographies by topics / Out-of-plane shear

Academic literature on the topic 'Out-of-plane shear'

Author: Grafiati
Published: 10 December 2022
Last updated: 28 January 2023

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Journal articles on the topic "Out-of-plane shear"

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Hajgató, Balázs, Songül Güryel, Yves Dauphin, Jean-Marie Blairon, Hans E. Miltner, Gregory Van Lier, Frank De Proft, and Paul Geerlings. "Out-of-plane shear and out-of plane Young’s modulus of double-layer graphene." Chemical Physics Letters 564 (March 2013): 37–40. http://dx.doi.org/10.1016/j.cplett.2013.02.018.

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Tsai, Jia Lin, and Jui Ching Kuo. "Strain Rate Effect on Out of Plane Shear Strength of Fiber Composites." Key Engineering Materials 345-346 (August 2007): 725–28. http://dx.doi.org/10.4028/www.scientific.net/kem.345-346.725.

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This research aims to investigate strain rate effect on the out of plane shear strength of unidirectional fiber composites. Both glass/epoxy and graphite/epoxy composites were considered in this study. To demonstrate strain rate effect, composite brick specimens were fabricated and tested to failure in the transverse direction at strain ranges from 10-4/s to 700/s. Experimental observations reveal that the main failure mechanism of the specimens is the out of plane shear failure taking place on the plane oriented around 30 to 35 degree to the loading direction. The corresponding out-of-plane shear strength was obtained from the uniaxial failure stress through Mohr-Coulomb strength analysis. In addition, the associated shear strain rate on the failure plane was calculated through the coordinate transformation law. Results show that the out-plane shear strength increases with the increment of the shear train rates. A semi-logarithmic function expressed in terms of the normalized shear strain rate was employed to describe the rate dependence of the out-plane shear strength.
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Tsai, C. L., and I. M. Daniel. "Determination of in-plane and out-of-plane shear moduli of composite materials." Experimental Mechanics 30, no. 3 (September 1990): 295–99. http://dx.doi.org/10.1007/bf02322825.

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Derfel, Grzegorz. "Out of shear plane deformations in nematic liquid crystals." Liquid Crystals 10, no. 5 (November 1991): 647–58. http://dx.doi.org/10.1080/02678299108241732.

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Rahman, MD Tanvir, Mahmud Ashraf, Kazem Ghabraie, and Mahbube Subhani. "Evaluating Timoshenko Method for Analyzing CLT under Out-of-Plane Loading." Buildings 10, no. 10 (October 14, 2020): 184. http://dx.doi.org/10.3390/buildings10100184.

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Cross-laminated timber (CLT) is an engineered wood product made up of layers of structurally graded timber, where subsequent layers are oriented orthogonally to each other. In CLT, the layers oriented in transverse direction, generally termed as cross-layer, are subjected to shear in radial–tangential plane, which is commonly known as rolling shear. As the shear modulus of cross-layers is significantly lower than that in other planes, CLT exhibits higher shear deformation under out-of-plane loading in contrast to other engineered wood products such as laminated veneer lumber (LVL) and glue laminated timber (GLT). Several analytical methods such as Timoshenko, modified gamma and shear analogy methods were proposed to account for this excessive shear deformation in CLT. This paper focuses on the effectiveness of Timoshenko method in hybrid CLT, in which hardwood cross-layers are used due to their higher rolling shear modulus. A comprehensive numerical study was conducted and obtained results were carefully analyzed for a range of hybrid combinations. It was observed that Timoshenko method could not accurately predict the shear response of CLTs with hardwood cross layers. Comprehensive parametric analysis was conducted to generate reliable numerical results, which were subsequently used to propose modified design equations for hybrid CLTs.
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Yıldırım, V. "In-Plane and Out-of-Plane Free Vibration Analysis of Archimedes-Type Spiral Springs." Journal of Applied Mechanics 64, no. 3 (September 1, 1997): 557–61. http://dx.doi.org/10.1115/1.2788928.

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The in-plane and out-of-plane free vibration frequencies of Archimedes-type spiral springs are computed by the transfer matrix method. Taking into account the effects of the axial and the shear deformations and the rotary inertia, the overall dynamic transfer matrix is computed up to any desired numerical accuracy by the complementary functions method. Since there are no restrictions for the number of coils and for the form of the spring (close-coiled or open-coiled), the presented method is general. After having verified the soundness of the computer program devised, the effects of the number of coils, of the axial and shear deformations, of rotary inertia and of the boundary conditions on the frequencies are also investigated.
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Gieschke, P., and O. Paul. "CMOS-integrated Sensor chip for in-plane and out-of-plane shear stress." Procedia Engineering 5 (2010): 1364–67. http://dx.doi.org/10.1016/j.proeng.2010.09.368.

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NI, QingQing, and Shoichi KATAOKA. "Shear Buckling Analysis on Laminated Composite Plates with Out-of-Plane Shear Deformation." Transactions of the Japan Society of Mechanical Engineers Series A 64, no. 618 (1998): 522–28. http://dx.doi.org/10.1299/kikaia.64.522.

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Al-Gabri, B. N. A., A. B. Nabilah, F. N. A. Abdul Aziz, and I. A. Karim. "Numerical analysis of out-of-plane deformation of shear wall." IOP Conference Series: Earth and Environmental Science 357 (November 25, 2019): 012001. http://dx.doi.org/10.1088/1755-1315/357/1/012001.

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Wu, Linzhi, and Penglin Gao. "Manipulation of the propagation of out-of-plane shear waves." International Journal of Solids and Structures 69-70 (September 2015): 383–91. http://dx.doi.org/10.1016/j.ijsolstr.2015.05.012.

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Dissertations / Theses on the topic "Out-of-plane shear"

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Robazza, Brook Raymond. "Out-of-plane stability of reinforced masonry shear walls under seismic loading : in-plane reversed cyclic testing." Thesis, University of British Columbia, 2013. http://hdl.handle.net/2429/45238.

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Reinforced concrete block masonry shear walls (RMSWs) often constitute the principal seismic force resisting system in masonry structures in Canada. During an earthquake, these walls experience the combined effects of axial gravity loading and overturning moments due to inplane lateral seismic forces. This loading precipitates out-of-plane instability when the longitudinal reinforcement in the wall end zones is subjected to cycles of high tensile strain followed by compression. The Canadian masonry design standard (CSA S304.1-04) [Canadian Standard Association 2004] stipulates stringent height-to-thickness ratio limits for the seismic design of ductile RMSWs. Experimental research and earthquake evidence have demonstrated this failure mechanism in reinforced concrete shear walls loaded in-plane. However, similar evidence of the mechanism occurring in RMSWs is not available. This provided motivation for the research study described in this thesis. The research presented here represents the second phase of a comprehensive multi-phase research program. The first phase involved the experimental testing of full-scale reinforced masonry (RM) column-like specimens subjected to uniaxial cyclic tension-compression loading. The testing provided valuable insight into the out-of-plane instability as it occurs in RM. The second phase of the research program focused primarily on the lateral reversed-cyclic experimental testing of two full-scale, slender RMSWs with height-to-thickness ratios of 27, well exceeding the CSA S304.2 limits. The target failure mode was an out-of-plane failure mechanism. The results contribute unique benchmark data for the qualitative and quantitative assessment of the factors influencing out-of-plane instability of RMSWs as well providing better understanding of the mechanism itself. The effect of applied axial stress on out-of-plane instability is evaluated and possible other influential design parameters are discussed. From the results of the experimental study, it was concluded that the applied axial stress is a critical factor in the initiation of out-of-plane instability. This factor had effects on many other parameters, the most important of which was the development of tensile strain in the vertical reinforcement as well as the width and distribution of cracks over the plastic hinge height. These results indicate that the height-to-thickness ratio alone may not be an adequate factor governing the occurrence of out-of-plane instability in RMSWs.
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Roman, Humberto Ramos. "Out-of-plane shear behaviour of brickwork joints subjected to non-uniform compressive stress." Thesis, University of Sheffield, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.385713.

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Azimikor, Nazli. "Out-of-plane stability of reinforced masonry shear walls under seismic loading : cyclic uniaxial tests." Thesis, University of British Columbia, 2012. http://hdl.handle.net/2429/42113.

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In recent years, widespread application of low-rise masonry construction, including post-disaster buildings like fire halls, has become limited in seismic regions of Canada. This is because the Canadian Masonry Design Standard (CSA S304.1-04) [Canadian Standard Association 2004] mandates stringent requirements on the design of ductile reinforced masonry (RM) shear walls, especially with regard to their height-to-thickness (h/t) ratios, which were restricted to ensure against out-of-plane instability. This failure mechanism has been observed in the end zones of reinforced concrete shear walls loaded in-plane in experimental research and in past earthquakes. However, there is a lack of similar evidence for RM shear walls; this is a motivation for the research program described in this thesis. The research consists of several major tasks. First, a review of the literature on previous experimental research studies on RM shear walls was conducted, followed by comprehensive investigation into the parameters affecting out-of-plane instability of RM shear walls,. Based on the results of this literature review, the first phase of the experimental program was designed with a focus on modeling the RM wall end zone and understanding the mechanism of lateral instability. Five full-scale specimens representing the wall end zones were constructed and subjected to reversed cyclic axial tension and compression until failure. The effect of varying h/t ratios of the plastic hinge zone, as well as level of axial tensile strain on the out-of-plane instability was examined. Based on the results of the experimental study, it was concluded that the level of applied tensile strain in the wall end zone is one of the critical factors governing its lateral instability. Therefore, the maximum tensile strain that may be imposed on a moderately ductile RM wall end-zone is determined based on a kinematic relationship between the axial strain and the out-of-plane displacement. A preliminary mechanic model has been proposed to predict the maximum tensile strain before instability takes place. The model can be incorporated into design provisions related to the thickness of shear walls of a given height. A comparison with the experimental results showed that the model offers conservative prediction of the maximum tensile strain.
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Bagheri, Mohammad Mehdi. "Study of Deflection of Single and Multi-Storey Light Frame Wood Shear Walls." Thesis, Université d'Ottawa / University of Ottawa, 2018. http://hdl.handle.net/10393/37946.

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The behavior of wood shear walls has been the focus of researchers and engineers for many years due to their availability in the North American construction landscape. A review of the established literature showed that most of the research have focused on the shear wall behavior as a whole with no investigation specifically targeting the individual components of its deflection. Also, little to no attention has been given to the investigation of the cumulative effects especially when the out-of-plane diaphragm stiffness is considered. The current study aims at investigating the effects of construction details variation on the behavior of the shear walls and evaluating whether the current deflection equation, as per wood design standard (CSA 2014) can adequately predict the overall wall stiffness. A total of 27 full-scale single-storey walls, with different construction details and aspect ratios, were tested under either static or monotonic (as both are the same) loading. The parameters that were varied in the testing were the stud size and spacing, nail diameter and spacing, sheathing panel type and thickness and hold-down anchoring system/type. For the two-storey walls, two different loading cases were considered, namely where the load was applied at the top or bottom storey only. The results showed that the strength and stiffness correlated almost directly to the inverse of the wall aspect ratio. There was no clear trend when considering the effect of the walls’ aspect ratios on ductility. Unexpectedly, walls with aspect ratios not permitted according to the wood design standard (4:1 and 6:1) followed similar strength and stiffness trends and had sufficient ductility ratios as those with smaller aspect ratios. This observation explains in part some of the discrepancies found between engineering calculations and behavior of actual building with light frame wood shear walls. Significant discrepancies were found when comparing the various deflection constituent with those estimated using the design expression. Adding more end studs and changing the size of the studs had no significant effect on the overall wall capacity and little effect on its stiffness. Reducing the stud spacing had, as expected, no effect on the wall capacity; however, the results showed that the bending stiffness was affected by the overall number of studs in the wall and not solely by the end studs. Shear walls sheathed with plywood panels exhibits slightly higher peak load and initial stiffness than those with OSB, which was mainly attributed to the greater panel thickness, and possibly density, of the plywood. Both sheathing types provided similar levels of ductility, as expected. Thicker sheathing increased the capacity and stiffness of the wall with no significant change observed in ductility ratio. The wall strength was significantly affected by the nail diameter and nail spacing, but no difference was observed when the nail edge/end distance was increased. The results also showed that discrete hold-down system behaved in a non-linear manner with a significantly greater initial stiffness than that assumed in design. The study also showed that having continuous hold-down connections has a positive effect on the capacity, stiffness and ductility of the wall when compared with discrete hold-downs. Having no hold-down adversely affects the wall capacity and stiffness, but did not affect the ductility of the wall. For the two-storey walls, the deflection estimated based on the cumulative effect assumption showed slight differences when compared with that observed in the experimental study. It was observed that the majority of the cumulative effect stems from the rigid body rotation due to deformation in the hold-down devices. A Computer shear wall model (through SAP2000) was developed using linear “frame” and “membrane” elements for the framing and sheathing members, respectively, whereas the sheathing to framing nails and hold-down were modeled using nonlinear springs. It was found that the model was capable of predicting the peak load, ultimate deflection and yield loads with reasonable accuracy, but overestimated the initial stiffness and ductility of the walls. In general, when the force-displacement curves were compared it was evident that the model was capable of predicting the wall behaviour with reasonable accuracy. When investigating the cumulative effects using the model, the results clearly showed that the assumption of cumulative effects due to rigid body rotation is valid for stacked shearwalls with no consideration for the floor diaphragm. The effect of the diaphragm on the behavior of the shear walls, in particular its out-of-plane rigidity was simulated by modeling the floors as beam. The out of plane stiffness of the shear walls was investigated for idealized (infinitely stiff or flexible) as well as “realistic”. The results showed reductions in the shearwall deflection in the magnitude of approximately 80% considering the out of plane rigidity of the diaphragm. It was also concluded that considering conservative estimates of out of plane stiffness might lead to a very significant reduction in deflection and that assuming the floor diaphragm to be infinitely rigid out of plan seems reasonable. For diaphragms supported on multiple panels further reduction in the deflection was observed. More work, particularly at the experimental level, is needed to verify the finding obtained in the numerical investigation related to the effect of out of plane diaphragm stiffness.
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Francis, Philip. "The influence of shear connection strength and stiffness on the resistance of steel-concrete composite sandwich panels to out-of-plane forces." Thesis, University of Surrey, 2018. http://epubs.surrey.ac.uk/848767/.

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Steel-concrete-steel (SCS) sandwich panels are an efficient means of achieving a strong and stable composite wall. Development in the 70's and 80's focussed on tunnelling, with other applications, particularly in the defence and offshore sectors, appearing later. Renewed focus has been placed on the system in recent years due to a proliferation of proposals for new nuclear power stations in Europe. Many new nuclear projects that have been completed in recent years have been significantly delayed by problems with reinforcement congestion. SCS construction offers a potential solution to this, since reinforcement is either significantly reduced or eliminated entirely in most designs. As a result of this renewed interest, industry has sought to develop improved design rules, both for economy and easier regulatory approval. As with any composite system, the strength of the system is derived from the ability of the materials to interface efficiently with each other where they are connected. Review of existing design guides and research showed a gap in understanding of the effects of shear connection on the overall behaviour of the system, particularly when resisting out-of-plane loads. This thesis aims to improve this understanding, leading to improved design provision and a wider range of applications for SCS panels in industry. An extensive literature search found a large body of test results. However, the majority of these tests are for designs where shear connection is over-provisioned, meaning shear connection is not critical. The tests that were conducted with lower degrees of shear connection were found to be insufficient to draw definitive conclusions about changes in behaviour. For this reason, numerical modelling using finite element analysis was used to supplement the test data. A validation and verification exercise was performed, which showed that the model accurately predicted the behaviour seen in testing, for all of the relevant failure modes. This thesis focusses on the three design checks that are required for panels subject to out-of-plane loads; bending resistance, shear resistance and deflection. The effect of reduced shear connection on each of these design checks is explored in turn. For bending resistance, design rules based on first principles cross-section equilibrium are found to accurately predict the point of failure for the majority of cases. However, the existing assumption of a smooth profile of shear connector force is found to be incorrect on the tension plate, with tensile cracking leading to discontinuities in the stud force profile. Further interpretation of this result shows that this can lead to an unconservative prediction of the failure load when a panel with a low degree of shear connection is subject to a uniformly-distributed load (UDL). A new design rule is presented for this situation. Design equations for shear resistance are found to vary considerably between design codes and countries. As with the bending check, the test database is found to be lacking in tests with low enough degrees of shear connection to draw definitive conclusions about any changes in behaviour. A parametric FE study is presented to investigate these effects. The study focusses on varying the degree of shear connection for groups of beams loaded at different shear-span to depth ratios. Different behaviour is observed in each group, with the influence of shear connection varying, depending on which shear transfer action is dominant. The study shows that unconservative predictions are made for a number of the design models, particularly for slender beams with low degrees of shear connection. A new adjustment is presented for the Eurocode shear resistance model that removes the unconservative predictions. The models from the fib Model Code are suggested as a better alternative, again with some adjustment to account for reduced degree of shear connection. Deflection of SCS panels is usually predicted using linear-elastic models. Debate has occurred about whether to base the stiffness used on the contribution of the steel plates only, or whether the concrete stiffness should be included. This work finds that a partial concrete contribution should be assumed. It is also found that simple bending prediction models, based on Euler-Bernoulli principles, tend to overestimate stiffness for beams with low shear-span to depth ratios. In these cases, models that include shear deformation (such as the model by Timoshenko) are found to produce more accurate predictions. Reduced shear connection is found to lead to non-linear load deflection response curves, which cannot be easily approximated with linear-elastic models. A new load-stiffness curve is proposed for simplified non-linear modelling, which could be easily implemented in most current software packages with non-linear solvers. Finally, partial resistance factors for the bending and shear design checks are calculated, using the procedure presented in Annex D of Eurocode 0. This method takes into account the precision and conservativeness of a particular design equation through a systematic comparison with available test data, and penalises studies that are based on limited test data. The procedure is found to be deficient when the design model includes contributions from multiple materials and large numbers of parameters. To overcome this, a novel extension to the existing procedure is proposed, termed the 'matrix method'. In general, it is concluded that lower degrees of shear connection are not immediately detrimental to the performance of the system. This thesis highlights the changes in behaviour that can occur, which designers should account for when calculating the resistance of panels. This thesis also presents new adjustments and design rules to allow resistance to be accurately calculated in such cases.
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Walimbe, Anmol. "Investigation of Shear Lag and Eccentric Weld Demands on Top Chord Knife Connections in Open Web Steel Joist Girders." University of Cincinnati / OhioLINK, 2021. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1623165008367418.

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Petersen, Robert. "In-plane shear behaviour of unreinforced masonry panels strengthened with fibre reinforced polymer strips." Thesis, 2009. http://hdl.handle.net/1959.13/44603.

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Research Doctorate - Doctor of Philosophy (PhD)
Inserting fibre reinforced polymer (FRP) strips into pre-cut grooves in the surface of masonry walls is an emerging technique for the retrofit of unreinforced masonry (URM) structures. This method, known as near surface mounting (NSM), provides significant advantages over externally bonded FRP strips in that it has less of an effect on the aesthetics of a structure and can sustain higher loading before debonding. As this technique is relatively new, few studies into the behaviour of masonry walls strengthened using this technique have been conducted. A combined experimental and numerical program was conducted as part of this research project to study the in-plane shear behaviour of masonry wall panels strengthened with NSM carbon FRP (CFRP) strips. In this project the FRP strips were designed to resist sliding along mortar bed joints and diagonal cracking (through mortar joints and brick units). Both of these failure modes are common to masonry shear walls. Different reinforcement orientations were used, including: vertical; horizontal; and a combination of both. The first stage of the project involved characterising the bond between the FRP and the masonry using experimental pull tests (18 in total). From these tests the bond strength, the critical bond length and the local bond-slip relationship of the debonding interface was determined. The second stage of the project involved conducting diagonal tension/shear tests on masonry panels. A total of four URM wall panels and seven strengthened wall panels were tested. These tests were used to determine: the effectiveness of the reinforcement; the failure modes; the reinforcement mechanisms; and the behaviour of the bond between the masonry and the FRP in the case of a panel. The third stage of the project involved developing a finite element model to help understand the experimental results. The masonry was modelled using the micro-modelling approach, and the FRP was attached to the masonry model using the bond-slip relationships determined from the pull tests. Reinforcement schemes in which vertical FRP strips were used improved the strength and ductility of the masonry wall panels. When only horizontal strips were used to reinforce a wall panel, failure occurred along an un-strengthened bed joint and the increase in strength and ductility was negligible. The vertical reinforcement prevented URM sliding failure by restraining the opening (dilation) of the sliding cracks that developed through the mortar bed joints. The finite element model reproduced the key behaviours observed in the experiments for both the unreinforced and FRP strengthened wall panels. This model would potentially be useful for the development of design equations.
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Petersen, Robert. "In-plane shear behaviour of unreinforced masonry panels strengthened with fibre reinforced polymer strips." 2009. http://hdl.handle.net/1959.13/44603.

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Research Doctorate - Doctor of Philosophy (PhD)
Inserting fibre reinforced polymer (FRP) strips into pre-cut grooves in the surface of masonry walls is an emerging technique for the retrofit of unreinforced masonry (URM) structures. This method, known as near surface mounting (NSM), provides significant advantages over externally bonded FRP strips in that it has less of an effect on the aesthetics of a structure and can sustain higher loading before debonding. As this technique is relatively new, few studies into the behaviour of masonry walls strengthened using this technique have been conducted. A combined experimental and numerical program was conducted as part of this research project to study the in-plane shear behaviour of masonry wall panels strengthened with NSM carbon FRP (CFRP) strips. In this project the FRP strips were designed to resist sliding along mortar bed joints and diagonal cracking (through mortar joints and brick units). Both of these failure modes are common to masonry shear walls. Different reinforcement orientations were used, including: vertical; horizontal; and a combination of both. The first stage of the project involved characterising the bond between the FRP and the masonry using experimental pull tests (18 in total). From these tests the bond strength, the critical bond length and the local bond-slip relationship of the debonding interface was determined. The second stage of the project involved conducting diagonal tension/shear tests on masonry panels. A total of four URM wall panels and seven strengthened wall panels were tested. These tests were used to determine: the effectiveness of the reinforcement; the failure modes; the reinforcement mechanisms; and the behaviour of the bond between the masonry and the FRP in the case of a panel. The third stage of the project involved developing a finite element model to help understand the experimental results. The masonry was modelled using the micro-modelling approach, and the FRP was attached to the masonry model using the bond-slip relationships determined from the pull tests. Reinforcement schemes in which vertical FRP strips were used improved the strength and ductility of the masonry wall panels. When only horizontal strips were used to reinforce a wall panel, failure occurred along an un-strengthened bed joint and the increase in strength and ductility was negligible. The vertical reinforcement prevented URM sliding failure by restraining the opening (dilation) of the sliding cracks that developed through the mortar bed joints. The finite element model reproduced the key behaviours observed in the experiments for both the unreinforced and FRP strengthened wall panels. This model would potentially be useful for the development of design equations.
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Books on the topic "Out-of-plane shear"

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Fuentecilla, Jose V. A Man for Many Seasons. University of Illinois Press, 2017. http://dx.doi.org/10.5406/illinois/9780252037580.003.0013.

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This chapter focuses on Raul Manglapus. Manglapus was an involuntary detainee in the United States as a self-exile—thirteen years, five months, and seven days by his count, beginning in 1972, when by sheer luck he found himself in America the day before martial law clamped down on the Philippines. Officially, at least, four court charges had been filed against him during his exile years, including subversion, rebellion, and plotting to kill Marcos and his wife. If he had returned, there is no doubt that he would have been hauled off to jail as soon as he stepped out of the plane. He had left behind an outstanding career that was cut short. Those who speculated about what he might have accomplished in his country without Marcos referred to his impressive record as a legislator and public servant. As head of the main exile opposition group, Manglapus had to deal with the challenges of a new leadership role. As a seasoned politician back home, he possessed the skills to respond to his constituents, both local and national. But in the United States, the tactics needed to win over Congress and the Filipino residents required a different set of skills.
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Book chapters on the topic "Out-of-plane shear"

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Tsai, Jia Lin, and Jui Ching Kuo. "Strain Rate Effect on Out of Plane Shear Strength of Fiber Composites." In The Mechanical Behavior of Materials X, 725–28. Stafa: Trans Tech Publications Ltd., 2007. http://dx.doi.org/10.4028/0-87849-440-5.725.

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Zhang, Xuanjia, Heyuan Huang, and Dong Wang. "Research on Out-of-Plane Shear Mechanical Properties of Damaged Composite T-joints." In Lecture Notes in Electrical Engineering, 94–102. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-7423-5_10.

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Van Hemelrijck, D., L. Schillemans, F. De Roey, I. Daerden, F. Boulpaep, and A. Cardon. "A Computerized Test Setup for the Determination of the In-Plane and Out-of-Plane Shear Modulus in Orthotropic Specimens." In Mechanical Identification of Composites, 149–55. Dordrecht: Springer Netherlands, 1991. http://dx.doi.org/10.1007/978-94-011-3658-7_16.

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"Interlaminar and Out-of-Plane Shear Stress." In Mechanics of Aeronautical Composite Materials, 151–56. Hoboken, NJ, USA: John Wiley & Sons, Inc., 2017. http://dx.doi.org/10.1002/9781119459057.ch10.

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Sagaseta, Juan, and Phil Francis. "Out-of-plane shear strength of steel-concrete sandwich panels." In fib Bulletin 85. Towards a rational understanding of shear in beams and slabs, 225–38. fib. The International Federation for Structural Concrete, 2018. http://dx.doi.org/10.35789/fib.bull.0085.ch14.

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Robazza, B. R., T. Y. Yang, K. J. Elwood, D. L. Anderson, S. Brzev, and B. McEwen. "Effects of in-plane loading on the out-of-plane stability of slender reinforced concrete masonry shear walls." In Brick and Block Masonry, 1847–56. CRC Press, 2016. http://dx.doi.org/10.1201/b21889-229.

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Kumari, Emarti. "Dynamic Analysis of High-Rise Buildings Using Simplified Numerical Method." In Vibration Monitoring and Analysis - Recent Advances [Working Title]. IntechOpen, 2022. http://dx.doi.org/10.5772/intechopen.108556.

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This chapter emphasizes on the static and dynamic characteristics of multi-story building subjected to uniformly distributed and wind load. First-order shear deformation theory is used to formulate governing equations based on the finite element method. The multi-story building is considered as a vertical cantilever beam/plate and modeled using nine-node degenerated shell element. Fictitious membrane and shear stresses are eliminated by considering Mixed Interpolation Tonsorial Component (MITC) technique. Here, the static and dynamic characteristics of multi-story buildings have been investigated take into account as a vertical cantilever plate subjected to UDL, triangular load (wind load) and combination of both. In this chapter authors demonstrated the deformation shapes, longitudinal stress and in-plane shear stress and principle strains in various loading conditions of vertical cantilever flat panel. Moreover, investigated the dynamic characteristics of multi-story buildings considering as a vertical cantilever plates and governing equations of motion are derived by employing Hamilton’s principle. Moreover, nonlinear transient response of high-rise structures has been studied here by employing the energy and momentum conservation implicit time integration scheme. The structural analysis of tall buildings has been carried out here through commercial software ANSYS. Matrix amplitude method is employed to investigate the large-amplitude flexural vibration responses of flat panels. Also, plotted the fast Fourier transform and phase portraits for first three bending modes.
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Conference papers on the topic "Out-of-plane shear"

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Baumann, M., B. Lemke, P. Ruther, and O. Paul. "Piezoresistive CMOS sensors for out-of-plane shear stress." In 2009 IEEE Sensors. IEEE, 2009. http://dx.doi.org/10.1109/icsens.2009.5398265.

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Roach, Dale C., and A. Gordon L. Holloway. "THE EFFECTS OF OUT-OF-PLANE CURVATURE ON UNIFORMLY SHEARED TURBULENCE." In Second Symposium on Turbulence and Shear Flow Phenomena. Connecticut: Begellhouse, 2001. http://dx.doi.org/10.1615/tsfp2.1790.

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Liu, Mao, and W. D. Zhu. "Controlling Out-of-Plane Shear Wave Propagation With Broadband Cloaking." In ASME 2019 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/imece2019-12156.

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Abstract A major challenge in designing a perfect invisibility cloak for elastic waves is that density and elasticity tensors need to be independent functions of its radius with a linear transformation medium. The traditional cloak for out-of-plane shear waves in membranes exhibits material properties with inhomogeneous and anisotropic shear moduli and densities, which yields a poor or even negative cloaking efficiency. This paper presents design of a cylindrical cloak for shear waves based on a nonlinear transformation. This excellent broadband nonlinear cloak only requires variation of its shear modulus, while the density in the cloak region remains unchanged. The nonlinear ray trajectory equation for out-of-plane shear waves is derived and a parameter to adjust the efficiency of the cylindrical cloak is introduced. Qualities of the nonlinear invisibility cloak are discussed by comparison with those of a cloak with the linear transformation. Numerical examples show that the nonlinear cloak is more effective for shielding out-of-plane shear waves from outside the cloak than the linear cloak and illustrate that the nonlinear cloak for shear waves remains highly efficient in a broad frequency range. The proposed nonlinear transformation in conjunction with ray trajectory equations can also be used to design nonlinear cloaks for other elastic waves.
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Haluza, Rudy T., Kevin Koudela, Charles Bakis, Daniel O. Adams, Mark A. Perl, and Mike Pereira. "Out-of-Plane Shear Properties of IM7/8552 Carbon/Epoxy by V-notched Shear Testing." In AIAA Scitech 2020 Forum. Reston, Virginia: American Institute of Aeronautics and Astronautics, 2020. http://dx.doi.org/10.2514/6.2020-1212.

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Zhao, Heng, Bo Qiang, Carolina Amador, Pengfei Song, Matthew W. Urban, Randall R. Kinnick, James F. Greenleaf, and Shigao Chen. "Measure elasticity and viscosity using the out-of-plane shear wave." In 2012 IEEE International Ultrasonics Symposium. IEEE, 2012. http://dx.doi.org/10.1109/ultsym.2012.0053.

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Kurguzov, Vladimir, and Vladimir Kornev. "Coupled fracture criterion and prefracture zone during out-of-plane shear." In 28TH RUSSIAN CONFERENCE ON MATHEMATICAL MODELLING IN NATURAL SCIENCES. AIP Publishing, 2020. http://dx.doi.org/10.1063/5.0003444.

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Hou, B., A. Ono, S. Abdennadher, Y. L. Li, S. Pattofatto, and H. Zhao. "Out-of-plane behavior of honeycombs under dynamic combined compressive and shear loading." In 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/2009059.

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Pan, J. "Asymptotic Crack-Tip Fields in Perfectly Plastic Solids Under Combined In-Plane and Out-of-Plane Shear Loading Conditions." In ASME 2005 Pressure Vessels and Piping Conference. ASMEDC, 2005. http://dx.doi.org/10.1115/pvp2005-71201.

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In this paper, governing equations and solutions for asymptotic singular and non-singular crack-tip sectors in perfectly plastic materials are first summarized under combined in-plane and out-of-plane shear loading conditions. The crack-tip fields under mixed mode II/III loading conditions are then investigated. An assembly of crack-tip sectors is adopted with stress discontinuities along the border of the two constant stress sectors. The solutions of the crack-tip fields under pure mode II, mixed mode II/III, and nearly pure mode III loading conditions are presented. The trends of the angular variations of the mixed mode II/III crack-tip stresses agree with those of the available computational analysis and the asymptotic analysis for low strain hardening materials. The pure mode II crack-tip stresses are similar to those of Hutchinson and the nearly pure mode III stresses are similar to those of the pure mode III crack-tip field of Rice.
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Carney, Preston, and John J. Myers. "Shear and Flexural Strengthening of Masonry Infill Walls with FRP for Extreme Out-of-Plane Loading." In Architectural Engineering Conference (AEI) 2003. Reston, VA: American Society of Civil Engineers, 2003. http://dx.doi.org/10.1061/40699(2003)45.

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Chen, Chang-New. "Out-of-Plane Deflection of Nonprismatic Curved Beam Structures Considering the Effect of Shear Deformation Solved by DQEM." In ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2771.

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The development of differential quadrature element method out-of-plane deflection analysis model of curved nonprismatic beam structures considering the effect of shear deformation was carried out. The DQEM uses the differential quadrature to discretize the governing differential equation defined on each element, the transition conditions defined on the inter-element boundary of two adjacent elements and the boundary conditions of the beam. Numerical results solved by the developed numerical algorithm are presented. The convergence of the developed DQEM analysis model is efficient.
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Reports on the topic "Out-of-plane shear"

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STUDY ON MECHANICAL PROPERTIES OF STAINLESS STEEL PLATE SHEAR WALL STRENGTHENED BY CORRUGATED FRP. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.305.

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In this paper, the mechanical properties of stainless steel plate shear walls reinforced with fiber reinforced polymer (FRP) of corrugated sections were studied. Two scaled FRP-stainless steel plate shear wall specimens were designed and subjected to the monotonic horizontal load. FRPs in the form of corrugated and flat sections were respectively used to reinforce the embedded steel plates of the steel plate shear wall. The test results show that the failure mode of flat FRP reinforced steel plate shear wall is mainly the peeling of the FRP, while the failure mode of corrugated FRP reinforced steel plate shear wall is mainly the tensile fracture of the FRP. The out-of-plane deformation of steel plate reinforced with corrugated FRP can be effectively restrained. The maximum bearing capacity of the two specimens is 97.96 kN and 106.32 kN respectively. The yield load of the specimen with corrugated FRP is increased by 16.5%, the ultimate bearing capacity is increased by 9.3% and the stiffness is increased by 68%.
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