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Academic literature on the topic 'Concrete Structures-Shear and Torsion'

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Published: 6 September 2023

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Journal articles on the topic "Concrete Structures-Shear and Torsion"

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Constantinos Β. Demakos, Constantinos C. Repapis, Dimitrios P. Drivas, and Panagiotis Kaoukis. "Experimental investigation of FRP strengthened reinforced concrete T-beams in torsion." Global Journal of Engineering and Technology Advances 16, no. 1 (July 30, 2023): 050–57. http://dx.doi.org/10.30574/gjeta.2023.16.1.0130.

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In general, reinforced concrete (RC) members are most commonly influenced by flexural moments, axial and shear forces. However, they may also be subject to torsional moments. Torsion in reinforced concrete (RC) beams is an important phenomenon that affects the structural behaviour of buildings. Both the concrete and steel reinforcement contribute to the torsional resistance of a RC member. However, the contribution of concrete is usually neglected by the modern design codes, due to cracking. Moreover, the subject of maintenance and repair or strengthening of existing RC structures is a significant problem. The last years, fibre reinforced polymer (FRP) is widely used as external reinforcement in flexural and shear strengthening. Nevertheless, its use in torsional strengthening is not so widely investigated. Ιn this paper, the torsional behaviour of RC T-beams reinforced in shear with FRPs is experimentally investigated. Five groups of T-beams subject to pure torsion, two of which are control beams and other three beams are strengthened in shear with U-jacketed FRP fabrics. Experimental results reveal that FRPs can increase the ultimate torsional capacity of the member.
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Kagermanov, Alexander, and Paola Ceresa. "3D Fiber-Based Frame Element with Multiaxial Stress Interaction for RC Structures." Advances in Civil Engineering 2018 (August 15, 2018): 1–13. http://dx.doi.org/10.1155/2018/8596970.

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A three-dimensional fiber-based frame element accounting for multiaxial stress conditions in reinforced concrete structures is presented. The element formulation relies on the classical Timoshenko beam theory combined with sectional fiber discretization and a triaxial constitutive model for reinforced concrete consisting of an orthotropic, smeared crack material model based on the fixed crack assumption. Torsional effects are included through the Saint-Venant theory of torsion, which accounts for out-of-plane displacements perpendicular to the cross section due to warping effects. The formulation was implemented into a force-based beam-column element and verified against monotonic and cyclic tests of reinforced concrete columns in biaxial bending, beams in combined flexure-torsion, and flexure-torsion-shear.
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Hu, Shao Wei, and Ke Yu Zhao. "Experimental Research on Torsional Performance of Prestressed Composite Box Beam with Partial Shear Connection." Applied Mechanics and Materials 438-439 (October 2013): 658–62. http://dx.doi.org/10.4028/www.scientific.net/amm.438-439.658.

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In order to research torsional performance of prestressed steel-concrete composite box beam with different shear connection, this paper designed three prestressed steel-concrete composite box beams with different degree of shear connection, and studied the stress characteristics of prestressed composite beam under static torsion process load. The torsion behaviors of prestressed composite beam such as the steel strain, concrete flange strain, rebar strain, angle of torsion, deformation and failure patterns are analyzed on the base of the experimental results. It comes to a result that shear connectors have little impact on beams cracking torque, but ultimate torque of composite beams decreases along with the reduction of shear connection degree. When the shear connection degree is 0.5, the ultimate torque is reduced by about 15%.
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Lyublinskiy, Valery, and Vladislav Struchkov. "Torsion RC structures of asymmetric multistory buildings." E3S Web of Conferences 410 (2023): 02017. http://dx.doi.org/10.1051/e3sconf/202341002017.

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In multi-storey buildings that are asymmetrical in plan, an eccentricity occurs between the center of mass and the center of stiffness. Under the action of wind and seismic horizontal loads, torsion appears in the bearing system of the building. Torsion can also occur in nominally symmetrical buildings caused by uneven deformations of structural components. There are numerous analytical and experimental studies of the effect of torsion on bearing structures. It is required to assess the achievement of the ultimate states of reinforced concrete structures and shear bonds that create a spatial system. This paper uses computer simulation to study the stress-strain state of the welded bond under the action of shear and torque. Two joint models are considered, which are subject to only shear and shear with torsion. The results show the process of destruction of the joint, deformation of the shear walls to be joined, and a decrease in the rigidity of the connection. The study is useful for understanding the mechanisms of twisting effects during translational and rotational vibrations of a building.
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Raiyani, S. D., D. D. Joshi, P. V. Patel, and S. R. Ramani. "Numerical study on Role of Shear Key in Precast Beam to Beam Connection Subjected to Torsion." Proceedings of the 12th Structural Engineering Convention, SEC 2022: Themes 1-2 1, no. 1 (December 19, 2022): 57–61. http://dx.doi.org/10.38208/acp.v1.473.

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Connections play an important role in behaviour of precast concrete structures. It is also observed that the failure of precast building took place because of connection failure. Generally connection between precast elements are designed for axial force, shear force and bending moment. But when the precast beam supports precast slab of different span on both the side, torsional moment cannot be neglected. Therefore, it is important to study the behaviour of precast connections under the effect of pure torsional loading. In this paper effectiveness of shear key on behaviour of precast beam to beam connection under pure torsion is presented. A numerical simulation is carried out to investigate the torsional behaviour of three different type of precast wet connections with and without shear key using Finite Element Method based software ABAQUS. Projected longitudinal reinforcement of precast beam elements are welded after their erection and the gap is filled with concrete. The damaged plasticity model is employed for modelling the behaviour of concrete and elastic perfectly plastic models are employed for the modelling of behaviour of steel reinforcement. A prefect bond is assumed between the steel reinforcement and concrete. The damage along cracks, are modelled through concrete damage parameters. Precast beam connection with out shear key is considered as control beam. While other beam to beam connections have shear key of different configuration. Torque v/s twist behaviour and damage patterns as obtained from numerical analysis of different precast beam connections with shear key are compared with control specimen. Analysis results exhibited enhanced torsional strength of precast beam connection with shear key in comparison of connection without shear key.
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Ju, Hyunjin, and Alina Serik. "Torsional Strength of Recycled Coarse Aggregate Reinforced Concrete Beams." CivilEng 4, no. 1 (January 16, 2023): 55–64. http://dx.doi.org/10.3390/civileng4010004.

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This study discusses the torsional capacity of recycled coarse aggregate (RCA) reinforced concrete beams under pure torsion based on the experimental findings available in the literature. The experimental data on RCA specimens were collected and compared with the conventional concrete specimens with key variables, such as compressive strength and longitudinal and transverse reinforcement ratios, as those variables affect the torsional capacity of reinforced concrete beams. Overall, the database consisted of experimental results from 30 RCA specimens and 256 natural coarse aggregate (NCA) specimens. The result shows that specimens with a 100 % replacement ratio have the lowest strength. In addition, as the structural mechanism of torsion is similar to the shear mechanism in reinforced concrete beams, a comparative analysis was performed with RCA specimens subjected to shear force. It was concluded that the RCA has a similar effect in strength reduction for the specimens subjected to torsion or shear with a 100% replacement ratio. However, further study and experimental evidence are required to confirm the applicability of the recycled aggregate to produce and design the structural members.
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Yu, Zhigang, and Deshan Shan. "Experimental and numerical studies of T-shaped reinforced concrete members subjected to combined compression-bending-shear-torsion." Advances in Structural Engineering 24, no. 12 (May 17, 2021): 2809–25. http://dx.doi.org/10.1177/13694332211012577.

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The study of reinforced concrete members subjected to combined loads always has been an important research topic in the field of engineering, but the torsional behavior of T-shaped reinforced concrete members subjected to combined loads has yet to be determined. This paper is focused on providing a detailed explanation of the torsional behavior of T-shaped reinforced concrete members subjected to combined compression-bending-shear-torsion. From the perspective of experimental tests and numerical analyses, in this paper, we discuss the effects of combined loads on the torsion bearing capacity, the development of cracks and the failure mode, strains of key points in the concrete and longitudinal reinforcement, and the relation of torsion and angular displacement. We conducted experiments and numerical analyses of four groups of reinforced concrete members by using the main variables of the axial pressure ratio and the bending moment. Also, the experimental and calculated results are compared based on the elastic-plastic damage constitutive model of concrete. Based on the test data and the existing formula, we also extended the formula used to calculate the torsion bearing capacity and provided diagrams of the interaction when combined loads were applied. In addition, the results of this study highlight the turning point from torsion failure to compression-bending-torsion failure. The test results demonstrated that torsion capability increases in the specified range of axial pressure ratio and decreases as bending increases. The test results also indicate the importance of considering the effects of compression-shear-bending on the torsion bearing capacity in the engineering design.
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Bayrak, Barış. "The Behavior of Hybrid Fiber RC Shear Walls Subjected to Monolithic Pure Torsion: An Analytical Study." Civil Engineering Beyond Limits 3, no. 3 (November 16, 2022): 1–7. http://dx.doi.org/10.36937/cebel.2022.1745.

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The reinforced concrete (RC) shear walls are widely used to serve as the primary lateral load-resisting member in the high-rise buildings. An experimental investigation and analysis of the mechanical behaviour of hybrid fiber reinforced self-compacting concrete (HFRSCC) shear walls under pure torsion moment is presented in this paper. The nine HFSCC shear walls with the same height and longitudinal reinforcement ratio analytically were tested under pure torsion moment and no axial load. The effect of hybrid fiber ratio and horizontal reinforcement amount and aspect ratio on the failure characteristics, torsional behaviour, energy dissipation capacity of squat shear walls was studied. Result indicate that both hybrid and horizontal reinforcement ratio are increased the maximum torsional moment capacity and twist angle and that the hybrid fiber ratio is the key parameter that determines the failure mode of the HFSCC shear walls.
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Men, Jin Jie, Qing Xuan Shi, and Qiu Wei Wang. "Unity Equation of Torsional Capacity for RC Members Subjected to Axial Compression, Bend, Shear and Torque." Advanced Materials Research 163-167 (December 2010): 874–79. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.874.

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The mechanics performance of reinforced concrete members subjected to axial compression, bending, shear and torque is very complex. Several calculation models have been established to estimate the torsional capacity of combined torsion members; however, the calculation results of different models have a great variation. In this paper, variable-angle space truss model is adopted to analyze the mechanics performance of reinforced concrete members subjected to combined torsion. With respect to various shapes of specimens, various load modes, and various strength of concrete, a unity equation about torsional capacity of combined torsional member is obtained. Based on the unity equation, the torsional capacity of 59 combined torsional specimens is calculated. In contrast with the equation of ACI and the code of China, the torsional capacity calculated by the unity equation agrees well with the results of experiment and much better than the results of ACI code and China code. It is concluded that the unity equation can provide valuable reference for calculation and design of combined torsion members.
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Mavaddat, Shahbaz, and M. Saeed Mirza. "Computer analysis of thin-walled concrete box beams." Canadian Journal of Civil Engineering 16, no. 6 (December 1, 1989): 902–9. http://dx.doi.org/10.1139/l89-133.

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Three computer programs, written in FORTRAN WATFIV, are developed to analyze straight, monolithically cast, symmetric concrete box beams with one, two, or three cells and side cantilevers over a simple span or over two spans with symmetric mid-span loadings. The analysis, based on Maisel's formulation, is performed in three stages. First, the structure is idealized as a beam and the normal and shear stresses are calculated using the simple bending theory and St-Venant's theory of torsion. The secondary stresses arising from torsional and distortional warping and shear lag are calculated in the second and third stages, respectively. The execution times on an AMDAHL 580 system are 0.02, 0.93, and 0.25 s for the three programs, respectively. The stresses arising in each stage of analysis are then superposed to determine the overall response of the box section to the applied loading. The results are compared with Maisel's hand calculations. Key words: bending, bimoment, box beam, computer analysis, FORTRAN, shear, shear lag, thin-walled section, torsion, torsional and distortional warping.
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Dissertations / Theses on the topic "Concrete Structures-Shear and Torsion"

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Puurula, Arto. "Assessment of prestressed concrete bridges loaded in combined shear, torsion and bending /." Luleå, 2004. http://epubl.luth.se/1402-1757/2004/43.

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Alnuaimi, Ali Said Mohammed. "Direct design of reinforced and partially prestressed concrete beams for combined torsion, bending and shear." Thesis, Connect to e-thesis, 1999. http://theses.gla.ac.uk/652/.

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Shaarbaf, Ihsan Ali Saib. "Three-dimensional non-linear finite element analysis of reinforced concrete beams in torsion : reinforced concrete members under torsion and bending are analysed up to failure : a non-linear concrete model for general states of stress including compressive strength degradation due to cracking is described." Thesis, University of Bradford, 1990. http://hdl.handle.net/10454/3576.

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This thesis describes a non-linear finite element model suitable for the analysis of reinforced concrete, or steel, structures under general three-dimensional states of loading. The 20 noded isoparametric brick element has been used to model the concrete and reinforcing bars are idealised as axial members embedded within the concrete elements. The compressive behaviour of concrete is simulated by an elasto-plastic work hardening model followed by a perfectly plastic plateau which is terminated at the onset the . crushing. In tension, a smeared crack model with fixed orthogonal cracks has been used with the inclusion of models for the retained post-cracking stress and the reduced shear modulus. The non-linear equations of equilibrium have been solved using an incremental-iterative technique operating under load control. The solution algorithms used are the standard and the modified Newton-Raphson methods. Line searches have been implemented to accelerate convergence. The numerical integration has been generally carried out using 15 point Gaussian type rules. Results of a study to investigate the performance of these rules show that the 15 point rules are accurate and computationally efficient compared with the 27(3X3X3) point Gaussian rule. The three- dimensional finite element model has been used to investigate the problem of elasto-plastic torsion of homogeneous members. The accuracy of the finite element solutions obtained for beams of different cross-sections subjected to pure and warping torsion have been assessed by comparing them with the available exact or approximate analytical solutions. Because the present work is devoted towards the analysis of reinforced concrete members which fail in shear or torsional modes, the computer program incorporates three models to account for the degradation in the compressive strength of concrete due to presence of tensile straining of transverse reinforcement. The numerical solutions obtained for reinforced concrete panels under pure shear and beams in torsion and combined torsion and bending reveal that the inclusion of a model for reducing the compressive strength of cracked concrete can significantly improve the correlation of the predicted post-cracking stiffness and the computed ultimate loads with the experimental results. Parametric studies to investigate the effects of some important material and solution parameters have been carried out. It is concluded that in the presence of a compression strength reduction model, the tension-stiffening parameters required for reinforced concrete members under torsion should be similar to those used for members in which bending dominates.
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Pham, Keimann, and Jesse Olsson. "Bestämning av skjuvhållfasthet med vridprovning för pågjutna betongkonstruktioner." Thesis, KTH, Byggteknik och design, 2013. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-136826.

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Skador och slitage på brokonstruktioner av betong beror på tösalter, armeringskorrosion och frostcykler i kombination med ökande trafiklaster. Den i särklass vanligaste reparationsåtgärden för dessa typer av skador är att göra en pågjutning. Metoden går ut på att först avlägsna det skadade eller dåliga betongskiktet innan en ny betong pågjuts. För att bedöma hur bra ett pågjutningsarbete är behöver vidhäftningen mellan den nya pågjutningen och gamla betongen fastställas. Den mest använda metoden för detta syfte är s.k. dragprovning som bestämmer draghållfastheten i vidhäftningen. I praktiken är dock vidhäftningens skjuvhållfasthet av större intresse och approximeras därför utifrån draghållfastheten, men med en vridprovning kan fogens skjuvhållfasthet direkt bestämmas. Syftet med examensarbetet är att undersöka vridprovningens reliabilitet för att i framtiden eventuellt kunna bestämma skjuvhållfastheten på ett mer direkt och korrekt sätt. I examensarbetet undersöks vridprovningens reliabilitet för att bestämma skjuvhållfastheten i fogen mellan pågjutning och gammal betong med dragprovningen som referens. Studien omfattar åtta parallellprovningar av drag- och vridprovningar där den lägst uppmätta skjuvhållfastheten jämförs med fogens dimensioneringsvärde enligt EK2. Examensarbetet görs i samband med Spårväg city-projektet vid Sergels torg, Stockholm, i uppdrag från Trafikkontoret i Stockholm och CBI Betonginstitutet. Resultaten från provningarna visade att fogbrott, som är av intresse, var vanligare för dragprovning än vridprovning. Den stora spridningen av mätvärdena var en konsekvens av det låga antalet fogbrott för vridprovningen. Medelvärdet för fogens draghållfasthet på 1,43 MPa tyder på god vidhäftning, men fogens skjuvhållfasthet bestämd med vridprovning visar ett medelvärde på endast 1,61 MPa och understiger det förväntade värdet på ca dubbla draghållfastheten d.v.s. 2,9 MPa. Intressant är att det lägst uppmätta värdet på skjuvhållfastheten på 0,83 MPa var ovanligt lågt, men fortfarande större än dimensioneringsvärdet enligt EK2 på 0,59 MPa. Studien har visat att vridprovningen är en svårtydlig metod för att bestämma skjuvhållfastheten i fogen mellan pågjutning och gammal betong. Anledningen till detta beror främst av tre faktorer, för få antal provningar, den stora spridningen av mätvärden samt de svårtolkade brottmoderna från vridprovningen. Trots detta tros vridprovningen vara en framtida metod för konstruktörer och beställare eftersom metoden är ett bra mätverktyg för att bestämma skjuvhållfastheten för pågjutna betongkonstruktioner som helhet och inte bara i fogen mellan pågjutning och befintlig betong.
Damages and wear on concrete bridges are due to de-icing salt or salt water, reinforcement corrosion and repeated freeze-thaw cycles in combination with increasing traffic loads. The most common repair operation for these types of damages is to remove the deteriorated concrete and replace it with a new concrete overlay. To evaluate how well a bonded concrete overlay is, the bond strength between the new and old concrete has to be determined. The most widely used method for this purpose is the so-called pull off test to determine the tensile bond strength. In practice however the shear bond strength is of greater interest and is therefore approximated on the basis of tensile bond strength, but with a torsion test the shear bond strength can be directly determined. The purpose of this study is to investigate the reliability of the torsion test to determine the shear bond strength in a more direct and accurate manner. The thesis examines the reliability of the torsion test to determine the shear bond strength with the pull off test as a reference. The study includes eight parallel tests of pull off and torsion tests where the lowest measured shear bond strength is compared with the calculated design value of shear bond strength according to EC2. The work is done in connection with the Spårväg city project at Sergels torg, Stockholm, in collaboration with the Traffic Administration Office in Stockholm and CBI, the Swedish Cement and Concrete Research Institute. The results of the tests showed that the failures in the interface between new and old concrete, which are of interest, were more common for pull off tests than torsion tests where only two of the eight test samples showed failure in the interface. The wide scatter of the measured values is a consequence of the low number of failures in the interface. The mean value of the tensile bond strength was 1,43 MPa, which indicates good bond strength. The shear bond strength however made with torsion tests show a mean value of only 1,61 MPa. Lower than the expected value of about twice the tensile bond strength of 2,86 MPa. Interestingly, the lowest measured value of the shear bond strength of 0,83 MPa was unusually low, but still higher than the calculated design value of shear bond strength of 0.59 MPa according to EC2. The study has shown that torsion test is a difficult method for determining the shear strength of the bond between the new and old concrete. The reason for this is mainly due to three factors, the low number of tests, the large scatter of values, and the difficulty to interpret failures of the test samples. Despite this the torsion test seems to be a future method for structural engineers and contractors as a tool to determine shear strength for repaired concrete structures in general and not only the shear bond strength.
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Bairán, García Jesús Miguel. "A non-linear coupled model for the analysis of reinforced concrete sections under bending, shear, torsion and axial forces." Doctoral thesis, Universitat Politècnica de Catalunya, 2005. http://hdl.handle.net/10803/6177.

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La mayoría de las estructuras de hormigón armado se someten a solicitaciones combinadas de esfuerzos axiles, flexión, cortante y torsión. La fisuración del hormigón, plastificación de las armaduras y otros efectos no-lineales hacen que las secciones transversales de estos elementos presenten un comportamiento anisótropo que deriva en el acoplamiento de los esfuerzos normales y tangenciales. Es decir, esfuerzos normales o momentos flectores pueden producir deformaciones de corte y vice versa. Aunque en algunas ocaciones, esta interacción es considerada de forma simplificada en el dimensionamiento de estructuras, hasta el momento no se ha realizado un análisis profundo de los efectos acoplados en secciones de forma arbitraria bajo cargas 3D generales utilizando modelos de fibras.
El objetivo principal de esta tesis es generalizar el análisis de secciones de hormigón armado mediante fibras, de forma que se pueda reproducir la res-puesta no-lineal acoplada frente a esfuerzos normales y tangenciales bajo solicitaciones tridimensionales generales. De igual forma, se pretende obtener, para los esfuerzos cortantes y torsión, la misma capacidad de representación de geometrías y combinación de materiales que ofrecen los modelos de fibras para esfuerzos de flexo-compresión.
La primera problemática estriba en representar adecuadamente la cinemática de la sección transversal. Con la excepción de las deformaciones normales contenidas en el plano de la sección, no existe una teoría cinemática que a priori pueda dar la distribución del resto de deformaciones o tensiones en la sección, sin dejar de satisfacer las condiciones de equilibrio interno o continuidad entre las fibras que componen la misma.
Por otra parte, para materiales anisótropos, como el hormigón fisurado, en general todos los esfuerzos internos pueden estar acoplados. Además, es preciso considerar la distorsión de la sección transversal para satisfacer el equilibrio entre fibras.
El problema se aborda de forma general, considerando una sección de forma y materiales cualesquiera. Se parte del problema diferencial de equilibrio de un sólido con el que se ha podido deducir un sistema de equilibrio entre fibras (equilibrio a nivel sección). Se puede demostrar que éste es complementario al problema estándar de vigas. El sistema complementario permite recuperar información tridimensional que normalmente se pierde al resolver un problema de vigas.
Posteriormente, se propone una solución interna del problema complementario, en la que el alabeo y la distorsión de la sección quedan expresados como una función de las deformaciones generalizadas de una viga: deformaciones axil y cortantes, curvaturas de flexión y torsión. No son necesarios grados de libertad adicionales a nivel estructura ni hipótesis a-priori sobre la forma de los campos de deformación o tensión interna.
A partir de la formulación teórica, se desarrolla un modelo de elementos finitos plano de la sección transversal. El modelo está preparado para servir como respuesta constitutiva de cualquier tipo de elemento viga en sus puntos de integración. %Se evita así la necesidad de realizar un modelo de elementos sólidos de toda la barra para estudiar la respuesta frente a una combinación general de esfuerzos normales y tangenciales.
Se implementan una serie de modelos constitutivos para distintos materiales. En particular, se implementa un modelo constitutivo triaxial para hormigón fisurado, considerando la anisotropía inducida por la fisuración e incluyendo la superficie de rotura según un criterio multiaxial.
La formulación seccional es validada mediante varios casos de estudio teóricos y experimentales. La respuesta no-lineal acoplada bajo diversas combinaciones de esfuerzos normales y tangenciales es reproducida con precisión, lo cual queda patente tanto en las curvas esfuerzo-deformación obtenidas como en las matrices de rigidez seccionales.
Finalmente, se recopilan las conclusiones derivadas de la presente investigación y se
ofren recomendaciones para futuros trabajos.
Most RC structures are subjected to combined normal and tangential forces, such as bending, axial load, shear and torsion. Concrete cracking, steel yielding and other material nonlinearities produce an anisotropic sectional response that results in a coupling between the effects of normal and shear forces, i.e. normal force or bending moments may produce shear strains and vice versa. Although this interaction is sometimes taken into account, in a simplified manner, in the design of RC structures, a deep analysis of the coupling effects of RC sections using fiber models has not yet been made for arbitrary shape sections under general 3D loading.
The main objective of this thesis is to generalize the fiber-like sectional analysis of reinforced concrete elements, to make it capable of considering the coupled non-linear response under tangential and normal internal forces, from a general 3D loading.
Similarly, it is desired to obtain, for torque and shear forces, the same capacity and versatility in reproducing complex geometry and materials combination that fiber-like sectional representations offers for bending and stretching.
The first problematic lies in finding a proper representation of the section's kinematics under such general loading. Except for in-plane normal strains, there is no single kinematical theory capable of a-priori representing the correct distribution of the others strains or stresses satisfying, at the same time, inter-fiber equilibrium and continuity. On the other hand, for rather anisotropic materials, such as cracked concrete, all internal forces are, in general, coupled. It is also required that distortion is allowed for the section's kinematics in order to guarantee satisfaction of internal equilibrium.
The problem is dealt in a general form considering arbitrary shaped sections and any material behaviour. Starting from the differential equilibrium of a solid, an inter-fiber equilibrium system (equilibrium at the sectional level) was deduced. This system, which is complementary to the standard equilibrium problem of a beam-column, allows to recuperate information of the three-dimensional problem that is generally lost when solving a beam problem.
Further, a solution of the equilibrium at the sectional level is proposed in which the section's warping and distortion are posed as a function of the generalized beam-column strains (axial and shear strains, bending and torsion curvatures). No additional degrees of freedom are required at the structural level nor a-priori hypotheses on the distribution of the internal strains or stresses.
After the theoretical formulation, a planar finite element model for cross-sectional analysis is developed. The model can be used as a constitutive law for general beam column elements at their integration points.
A series of constitutive models have been implemented for several materials. In particular, a triaxial constitutive model for cracked concrete is implemented considering crackinduced anisotropy and a multiaxial failure criterion.
The sectional formulation is validated by means of various theoretical and experimental case studies. Non-linear coupled response under normal and tangential internal forces is reproduced with accuracy, as can be seen both in the predicted internal force-strain curves and in the sectional stiffness matrixes.
Finally, the conclusions drawn from the current research are summarized and
recomendations for future works are given.
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Grosser, Philipp R. [Verfasser], and Rolf [Akademischer Betreuer] Eligehausen. "Load-bearing behavior and design of anchorages subjected to shear and torsion loading in uncracked concrete / Philipp R. Grosser. Betreuer: Rolf Eligehausen." Stuttgart : Universitätsbibliothek der Universität Stuttgart, 2012. http://d-nb.info/1028801254/34.

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Capdevielle, Sophie. "Introduction du gauchissement dans les éléments finis multifibres pour la modélisation non linéaire des structures en béton armé." Thesis, Université Grenoble Alpes (ComUE), 2016. http://www.theses.fr/2016GREAI109/document.

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Les travaux présentés dans cette thèse sont consacrés à l'enrichissement de la méthode de modélisation par éléments finis de type poutre multifibre. La méthode a fait ses preuves pour le calcul dynamique d'éléments de structures élancés, lorsque les contraintes normales prédominent. Toutefois, lorsque les contraintes de cisaillement sont prépondérantes, l'approximation de la cinématique utilisée par les éléments poutre n'est plus assez précise pour obtenir des résultats satisfaisants. L'objet de ces travaux de thèse est d'améliorer la méthode en créant un nouvel élément permettant de tenir compte du gauchissement des sections transversales dû au cisaillement. Ce développement est réalisé en deux étapes. Les éléments sont enrichis dans un premier temps par les déformations de gauchissement sous sollicitation de torsion. Le modèle de gauchissement est validé dans le domaine linéaire par confrontation aux résultats d'une modélisation numérique 3D. Après implémentation du gauchissement de torsion dans l'élément multifibre, des simulations numériques de poutres en torsion pure sont comparées à des résultats d'essais, permettant de valider le comportement des éléments poutre dans les domaines linéaire et non linéaire. Un modèle d'endommagement est utilisé pour le béton, et le gauchissement est mis à jour au fur et à mesure du calcul en tenant compte de l'évolution des propriétés matériau. L'étape suivante d'enrichissement est alors réalisée, avec l'élaboration d'un modèle de gauchissement complet sous toutes sollicitations de cisaillement, couplé au modèle d'endommagement. Une validation locale du profil de gauchissement élastique sous effort tranchant est effectuée par comparaison à la solution analytique, puis le profil de gauchissement sous sollicitations couplées de torsion et d'effort tranchant est validé par confrontation aux résultats d'une modélisation 3D. Outre la prise en compte du cisaillement par effort tranchant, la principale différence de cet enrichissement avec le modèle précédent est le calcul implicite du profil de gauchissement de la poutre au cours du calcul de structure. Les deux modèles développés sont comparés sur le comportement de poutres en torsion monotone, afin de quantifier l'impact de la méthode de calcul sur la précision des résultats et sur l'efficacité du calcul. Finalement, le modèle complet avec gauchissement est appliqué à la simulation sismique d'une structure. L'ensemble de ces cas-tests montre que l'enrichissement de la méthode par éléments finis multifibres est fonctionnel, avec des perspectives d'amélioration en ce qui concerne l'efficacité numérique notamment, et des perspectives intéressantes d'application
The present work is dedicated to the numerical modeling of structures using multifiber beam elements. This numerical method was proved to be efficient to simulate the behavior of slender structural elements subject to normal stresses. However, the response of the model for shear-dominating stresses lacks of accuracy. This problem is addressed by introducing warping in the kinematics of multibfiber beam elements. A new multifiber element is developed in two steps. Torsional warping is first introduced in the deformations of an arbitrary-shaped composite cross section. The resulting warping profiles are validated by comparison with the axial displacements obtained by three-dimensional modeling of beams in torsion. After implementation of the warping kinematics in a Timoshenko multifiber beam element, the formulation is validated against the experimental behavior of beams subject to pure torsion. The material is modeled by a 3D damage law, and warping is updated throughout the computations to account for damage evolution. A comparison of torque–twist curves predicted with enhanced and classical beam elements to experimental curves highlights the importance of including warping in the model. The second step consists in formulating an element with additional warping degrees of freedom, accounting for the warping deformations due to both transverse shear and torsion. This element is validated using an analytical model for a beam subject to transverse shear. Then the linear elastic behavior of a beam subject to both shear and torsion is successfully compared to the results of a 3D simulation. The complete formulation is coupled to damage through an implicit soulution procedure for the beam and the warping degrees of freedom. The enhanced method is eventually used to compute the behavior of a full structure subject to a seismic loading
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Nádvorník, Ondřej. "Návrh mostní konstrukce na rychlostní komunikaci." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226420.

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This Master's thesis deals with the detailed design of the supporting structure of the bridge with two sections, with the rise in the direction of the intermediate support, and cross-cut single-beam construction. The supporting structure is designed from the prestressed concrete, prestressing losses are accurately quantified. It also deals with the assessment of pillar base threshold and pilot groups. The assessment was carried out according to the limit states.
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El-, Shihy A. M. "Unwelded shear connectors in composite steel and concrete structures." Thesis, University of Southampton, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.374861.

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Ishtewi, Ahmad M. "Shear Capacity of Fiber-Reinforced Concrete Under Pure Shear." University of Dayton / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=dayton1354725447.

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Books on the topic "Concrete Structures-Shear and Torsion"

1

Farrar, C. R. Static and simulated seismic testing of the TRG-7 through -16 shear wall structures. Washington, D.C: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1991.

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Yamamoto, Taira. Nonlinear finite element analysis of transverse shear and torsional problems in reinforced concrete shells. Ottawa: National Library of Canada, 1999.

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Dunstan, Tueson A. *. Shear and torsion interaction in reinforced concrete beams. 1989.

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Rahal, Khaldoun Najib. The behaviour of reinforced concrete beams subjected to combined shear and torsion. 1993.

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Adebar, Perry Erwin. Shear design of concrete offshore structures. 1990.

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364.2T-08: Increasing Shear Capacity Within Existing Reinforced Concrete Structures. American Concrete Institute, 2008. http://dx.doi.org/10.14359/56511.

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Johnson, R. P., and R. J. Buckby. Composite Structures of Steel and Concrete: Bridges. Blackwell Science Ltd, 1987.

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Punching shear resistance of lightweight concrete offshore structures for the Arctic: Literature review. Gaithersburg, MD: U.S. Dept. of Commerce, National Bureau of Standards, 1986.

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Punching shear resistance of lightweight concrete offshore structures for the Arctic: 1/25-scale model study. Gaithersburg, MD: U.S. Dept. of Commerce, National Bureau of Standards, 1986.

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Book chapters on the topic "Concrete Structures-Shear and Torsion"

1

Dolan, Charles W., and H. R. Hamilton. "Shear and Torsion." In Prestressed Concrete, 169–218. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97882-6_7.

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Mosley, W. H., J. H. Bungey, and R. Hulse. "Shear, bond and torsion." In Reinforced Concrete Design, 92–103. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7_5.

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Mosley, W. H., and J. H. Bungey. "Shear, Bond and Torsion." In Reinforced Concrete Design, 98–111. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-20929-3_5.

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Mosley, W. H., and J. H. Bungey. "Shear, Bond and Torsion." In Reinforced Concrete Design, 98–111. London: Macmillan Education UK, 1987. http://dx.doi.org/10.1007/978-1-349-18825-3_5.

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Mosley, W. H., and J. H. Bungey. "Shear, Bond and Torsion." In Reinforced Concrete Design, 98–111. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-13058-0_5.

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Kong, F. K., and R. H. Evans. "Shear, bond and torsion." In Reinforced and Prestressed Concrete, 198–247. Boston, MA: Springer US, 1987. http://dx.doi.org/10.1007/978-1-4899-7134-0_6.

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Gu, Xianglin, Xianyu Jin, and Yong Zhou. "Torsion." In Basic Principles of Concrete Structures, 335–83. Berlin, Heidelberg: Springer Berlin Heidelberg, 2015. http://dx.doi.org/10.1007/978-3-662-48565-1_8.

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Mosley, W. H., R. Hulse, and J. H. Bungey. "Shear, Bond and Torsion." In Reinforced Concrete Design to Eurocode 2 (EC2), 113–38. London: Macmillan Education UK, 1996. http://dx.doi.org/10.1007/978-1-349-13413-7_5.

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Angotti, Franco, Matteo Guiglia, Piero Marro, and Maurizio Orlando. "Shear and Torsion at Ultimate Limit State." In Reinforced Concrete with Worked Examples, 425–68. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-030-92839-1_8.

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Kagermanov, Alexander, and Paola Ceresa. "RC Fiber-Based Beam-Column Element with Flexure-Shear-Torsion Interaction." In High Tech Concrete: Where Technology and Engineering Meet, 1006–14. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-59471-2_117.

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Conference papers on the topic "Concrete Structures-Shear and Torsion"

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"Structural Concrete Beam Shear - Still a Riddle?" In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663302.

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"On Peridynamic Computational Simulation of Concrete Structures." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663298.

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"Punching Shear in Fire-Damaged Reinforced Concrete Slabs." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663303.

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"Reliability Models for Shear in Reinforced Concrete Beams." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663317.

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"Shear Design Considerations for Deep Concrete Bridge Girders." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663309.

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"Shear Strength of Slabs with Double- Headed Shear Studs in Radial and Orthogonal Layouts." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663310.

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"Development of Models for Torsion of Concrete Structures in Northern Europe." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663301.

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"A New Design Method for Shear in Prestressed Concrete Girders." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663314.

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"Effect of Strand Debonding on Prestressed Concrete Girder Shear Performance." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663312.

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"Concrete-The Sustainable 21st Century Greening Infrastructure Material." In SP-265: Thomas T.C. Hsu Symposium: Shear and Torsion in Concrete Structures. American Concrete Institute, 2009. http://dx.doi.org/10.14359/51663313.

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Reports on the topic "Concrete Structures-Shear and Torsion"

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Phan, Long T., and H. S. Lew. Punching shear resistance of lightweight concrete offshore structures for the Arctic:. Gaithersburg, MD: National Bureau of Standards, 1988. http://dx.doi.org/10.6028/nist.ir.88-4007.

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McLean, David I., H. S. Lew, Long T. Phan, and Mary Sansalone. Punching shear resistance of lightweight concrete offshore structures for the Arctic :. Gaithersburg, MD: National Bureau of Standards, 1986. http://dx.doi.org/10.6028/nbs.ir.86-3388.

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Phan, Long T., H. S. Lew, and David I. McLean. Punching shear resistance of lightweight concrete offshore structures for the Arctic :. Gaithersburg, MD: National Bureau of Standards, 1986. http://dx.doi.org/10.6028/nbs.ir.86-3440.

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McLean, David I., H. S. Lew, Long T. Phan, and Hae In Kim. Punching shear resistance of lightweight concrete offshore structures for the Arctic :. Gaithersburg, MD: National Bureau of Standards, 1986. http://dx.doi.org/10.6028/nbs.ir.86-3454.

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McInerney, Michael, Matthew Brenner, Sean Morefield, Robert Weber, and John Carlyle. Acoustic nondestructive testing and measurement of tension for steel reinforcing members. Engineer Research and Development Center (U.S.), October 2021. http://dx.doi.org/10.21079/11681/42181.

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Many concrete structures contain internal post-tensioned steel structural members that are subject to fracturing and corrosion. The major problem with conventional tension measurement techniques is that they use indirect and non-quantitative methods to determine whether there has been a loss of tension. This work developed an acoustics-based technology and method for making quantitative tension measurements of an embedded, tensioned steel member. The theory and model were verified in the laboratory using a variety of steel rods as test specimens. Field tests of the method were conducted at three Corps of Engineers dams. Measurements of the longitudinal and shear velocity were done on rods up to 50 ft long. Not all rods of this length were able to be measured and the quality and consistency of the signal varied. There were fewer problems measuring the longitudinal velocity than shear velocity. While the tension predictions worked in the laboratory tests, the tension could not be accurately calculated for any of the field sites because researchers could not obtain the longitudinal or shear velocities in an unstressed state, or precise measurements of the longitudinal and shear velocities due to the unknown precise length of the rods in the tensioned state.
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REVIEW OF VARIOUS SHEAR CONNECTORS IN COMPOSITE STRUCTURES. The Hong Kong Institute of Steel Construction, December 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.8.

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Shear connectors are devices that provide shear connection at the interface of steel girders and reinforced concrete slabs in composite structures to accomplish composite action in a flexure. The seismic response of composite structures can be controlled using properly designed shear connectors. This state-of-the-art review article presents considerable information about the distinct types of shear connectors employed in composite structures. Various types of shear connectors, their uniqueness and characteristics, testing methods and findings obtained during the last decade are reviewed. The literature, efficacy, and applicability of the different categories of shear connectors, for example, headed studs, perfobond ribs, fibre reinforced polymer perfobonds, channels, pipes, Hilti X-HVB, composite dowels, demountable bolted shear connectors, and shear connectors in composite column are thoroughly studied. The conclusions made provide a response to the flow of the use of shear connectors for their behaviours, strength, and stiffness to achieve composite action.
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PERFORMANCE EVALUATION OF INNOVATIVE COCONUT PALM STEM SHAPED STUD SHEAR CONNECTOR FOR COMPOSITE STRUCTURES. The Hong Kong Institute of Steel Construction, December 2022. http://dx.doi.org/10.18057/ijasc.2022.18.4.4.

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Headed studs are the more frequently employable shear connectors in composite structures. Despite its prevalence, this connector has exhibited remarkable drawbacks, prominently the shear failure at the bottom of the shank. In this research, three novel coconut palm stem (CPS) shaped studs are proposed for composite constructions, aiming to improve the shear capacity and slip performance of the connection. The traditional circular headed stud (CHS) geometry has been restructured to a proposed CPS-shaped stud while maintaining total steel material volume to be the same. Pushout tests were experimentally performed on CHS and CPS-shaped shear connectors to investigate their performance evaluation for ultimate strength, stiffness, ductility, and failure mode. Moreover, the Abaqus/Explicit has been employed to model a pushout specimen. A proposed finite element model was successfully validated with the test results for further parametric analysis. Two distinct grades of concrete and three CPS shapes were considered for the parametric investigation. Finally, three formulas were developed and proposed to predict the shear capacity of the CPS-shaped stud. The performance of the CHS and CPS-shaped stud connections was compared, revealing that the proposed CPS-shaped studs offer 37 to 47% higher shear strength, double stiffness, and slip with better ductility. So, CPS-shaped stud may substitute the traditional headed stud shear connectors in steel-concrete composite structures with added strength, stiffness, and ductility.
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SHEAR BEHAVIOR OF NOVEL DEMOUNTABLE BOLTED SHEAR CONNECTOR FOR PREFABRICATED COMPOSITE BEAM. The Hong Kong Institute of Steel Construction, December 2022. http://dx.doi.org/10.18057/ijasc.2022.18.4.2.

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Bolted shear connectors offer alternatives to achieve steel-concrete composite action instead of conventional welded headed studs especially for prefabricated constructions and demountable composite structures. This paper firstly proposed a new type of demountable steel-concrete bolted shear connectors based on the double-nut friction-grip high strength bolted connector, which modify the upper nut into conical locking nut. This paper performed ten full scale push-out tests to study shear behaviors of the developed new type of connectors. Testing parameters included bolt configuration, strength, diameter of bolts and strength of infilled grout. Test results indicate that shear behaviors and slip capacity of the conventional bolted connectors are significantly improved when the bolted connector incorporating with conical locking nut. The influences of these studied parameters on shear behaviour of novel bolted shear connectors are revealed and discussed. The developed novel demountable connector exhibits an average 25% improvement in ultimate shear resistance over conventional bolted connectors. Moreover, the shear stiffness of the developed bolted connectors is about six times of the conventional bolted connector through eliminating the clearance between steel flange hole and bolt shank.
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NUMERICAL STUDY ON SHEAR BEHAVIOUR OF ENHANCED C-CHANNELS IN STEEL-UHPC-STEEL SANDWICH STRUCTURES. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.4.

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This paper firstly developed a three-dimensional (3D) finite element model (FEM) for enhanced C-channels (ECs) in steel-UHPC-steel sandwich structures (SUSSSs). The FEM was validated by 12 push-out tests on ECs with UHPC. With the validated FEM, this paper performed in-depth parametric studies on shear behaviours of ECs with ultra-high performance concrete (UHPC). These investigated parameters included bolt-hole gap (a), grade (M) and diameter (d) of bolt, core strength (fc), length of C-channel (Lc), and prestressing force ratio on bolt (ρ) in ECs. Under shear forces, the ECs in UHPC exhibited successive fractures of bolts and C-channels. Increasing the bolt-hole gap within 0-2 mm has no harm on the ultimate shear resistance, but greatly improves the slip capacity of ECs. Increasing grade and diameter of bolts improves the shear resistance and ductility of ECs through increasing the PB/PC (shear strength of bolt to that of C-channel) ratio. Increasing the core strength increased the shear resistance, but reduced the ductility of ECs due to the reduced PB/PC ratio. The ECs with Lc value of 50 mm offer the best ductility. Prestressing force acting on the bolts reduced the shear strength and ductility of ECs with UHPC. Analytical models were proposed to estimate the ultimate shear resistance and shear-slip behaviours of ECs with UHPC. The extensive validations of these models against 12 tests and 31 FEM analysis cases proved their reasonable evaluations on shear behaviours of ECs with UHPC.
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