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Relevant bibliographies by topics / Flexural behaviour

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Academic literature on the topic 'Flexural behaviour'

Author: Grafiati

Published: 4 June 2021

Last updated: 9 June 2025

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Journal articles on the topic "Flexural behaviour"

1

Morey, N. N., S. D. Patil, and A. P. Khangan. "Flexural Behaviour of GFRP Bars." International Journal of Trend in Scientific Research and Development Volume-2, Issue-2 (February 28, 2018): 1503–5. http://dx.doi.org/10.31142/ijtsrd9645.

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Dinesh Kumar, J., A. Sattainathan Sharma, and K. Suganya Devi. "Study on Flexural Behaviour of RC Beam Strengthened with FRP." Journal of Physics: Conference Series 2040, no. 1 (October 1, 2021): 012019. http://dx.doi.org/10.1088/1742-6596/2040/1/012019.

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Abstract This paper provides the analytical and experimental work of reinforced concrete beams strengthened with FRP. The main objective of this investigation is to study the flexural behaviour of reinforced concrete beams of different methods of strengthening methods using GFRP to find the flexural strength, failure modes, and ductility of the reinforced concrete beam. All beams were strengthened for flexure with external bonding to prevent flexural failure. The analytical and experimental results indicated that the externally bonded GFRP used for flexural strengthening of reinforced concrete beams increased the cracking load, increased the ultimate load-carrying capacity, and exhibited decreased ductility corresponding to the unstrengthen control specimen. The analytical work was carried out using ANSYS 17.0 Software and found the parameters of total deformation, stress strain curves, and Load deflection graph plotted.

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Khan, Dr Md Imran, and Prof Aajid Khan. "Flexural Behaviour of FRC Beams Wrapped With FRP." Indian Journal of Structure Engineering 3, no. 2 (November 30, 2023): 12–18. http://dx.doi.org/10.54105/ijse.a1317.113223.

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Structural elements such as beams, slabs and columns may require strengthening during their service life period. A concrete structure may need strengthening for many reasons such as to increase live load capacity, to add reinforcement to a member that has been unsigned or wrongly constructed. The FRPs have various advantages like, high strength to weight ratio, corrosion resistance and ease of installation and flexibility in its use. FRP material which are available in the form of sheet are being used to strengthen a variety of RC elements to enhance the flexural, shear and axial load carrying capacity of these elements. The objective of this experiment is to strengthen the RC beams using fibres and FRP sheets in flexure. In this experimental program CFRP and GFRP sheets were applied to the bottom surface and sides of the concrete beam with different configuration and their performance in flexure were studied. In this experimental program eight RC beams of size 1500 x 150 x 200mm were casted with two 10mm dia. bars as tension zone, two 8mm dia. bars as compression zone and 8mm dia. bars @ 200mm c/c spacing as shear reinforcement. The experimental result shows that the flexural strength of FRP wrapped beams were increased in the range of 23.49% to 67.9% in comparison with the flexural strength of the control beam (unwrapped). The flexural strength of the beam wrapped with the single layer CFRP at the soffit and around the sides (for full depth of the beam) and beam wrapped with the single layer GFRP at the soffit and around the sides (for full depth of the beam) exhibits better performance compared with other FRP beams and increase in flexure was 67.9% in comparison with the capacity of the control beam.

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Bneni, Mohamed Khalifa, and Samir Hasuna Ashour. "Modelling and simulation of flexural behavior for reinforced concrete beams using ANSYS." Al-Mukhtar Journal of Engineering Research 7, no. 1 (May 10, 2024): 43–56. http://dx.doi.org/10.54172/mx8n6k70.

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Over the last twenty years, many investigators are used finite element software, to validate and compare the FE results with their experimental research. This work focused on the development of a numerical model implemented by the ANSYS 2022R2 software, to simulate the flexural behavior of the RC beam. Numerical models are tested under four-point bending. To investigate the influence of reinforcement steel ratio and compressive strength of concrete on the flexural capacity of the model. The results indicated that the Finite Element model was able to predict the flexural behavior of the experimental test beam. Furthermore, the influence of different tensile reinforcement ratios has the most effect on the flexural behaviour of the FE models at maximum loads. While the change in concrete compressive strength has affected the flexural performance of the models. This influence shows slight increases in the first crack load and maximum loads of the models. Furthermore, cracking pattern behaviour at the final stage for numerical models showed a good agreement with experimental cracks behaviour.

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S, Vishnu Prasad, Vennila A, and Aakash V. "Experimental Study On Flexural Behaviour Of Geocement Concrete Beam." International Journal of Research Publication and Reviews 5, no. 5 (May 7, 2024): 6756–61. http://dx.doi.org/10.55248/gengpi.5.0524.1291.

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N., N. Morey, D. Patil S., and P. Khangan A. "Flexural Behaviour of GFRP Bars." International Journal of Trend in Scientific Research and Development 2, no. 2 (February 9, 2018): 1503–5. https://doi.org/10.31142/ijtsrd9645.

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Reinforced Cement Concrete RCC structures are usually reinforced with steel bars which are subjected to corrosion at critical temperatures and atmospheric conditions. Also the cost of steel reinforcement plays a significant role in any RCC construction. The rising prices of steel and their unavailability throughout the year have brought the contractors and engineers into a great trouble. The RCC structures can also be reinforced with other materials such as fibers specifically Glass Fiber Reinforced Polymer and Carbon Reinforced Fiber Polymer GFRP . This deals with the study of RCC beams when reinforced with the Glass Fiber Reinforced Polymer GFRP as a replacement of steel reinforcement and studying the behavior of beam under flexure. N. N. Morey | S. D. Patil | A. P. Khangan "Flexural Behaviour of GFRP Bars" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-2 | Issue-2 , February 2018, URL: https://www.ijtsrd.com/papers/ijtsrd9645.pdf

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S.Dharanidharan, *. "FLEXURAL BEHAVIOUR OF FERROCEMENT COMPOSITE SLAB." INTERNATIONAL JOURNAL OF ENGINEERING SCIENCES & RESEARCH TECHNOLOGY 5, no. 10 (October 26, 2016): 726–32. https://doi.org/10.5281/zenodo.163292.

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This project deals with an investigational program to understood the flexural behavior of a Ferro cement composite slabs under mid third loading. The concept of composite slabs bring in shut decking or shear connectors are well established. But still, in countries like India, the application of same is limited due to difficulties in manufacture and also due to concerns like fire resistance, durability, aesthetics etc., this study is an attempt to exploit the concept of steel – concrete composite to a comparable system in which steel sheeting is replaced by Ferro cement elements. These elements will act as permanent form work and also participating in the structural performance of the slab. The combination of Ferro cement slab with concrete slab, when the two are so connected that they act as a single unit in resisting flexure is called as composite slab.

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Arief Budiman and Erizal. "Pengaruh Pola Anyaman terhadap Perilaku Lentur Textile Reinforced Concrete (TRC) dengan Perkuatan Serat Rami." Jurnal Teknik Sipil dan Lingkungan 6, no. 3 (December 31, 2021): 205–20. http://dx.doi.org/10.29244/jsil.6.3.205-220.

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The demand of concrete has increased in Indonesia. A reinforced concrete innovation being developed is Textile Reinforced Concrete (TRC). Ramie fiber has great potential to be used as a construction material because it has advantages over other natural fibers, such as tensile strength properties. The research aims to analyzed flexural behaviour of Ramie fiber TRC. This research was conducted from February until June 2021 at IPB University. The research was carried out through several stages, that are testing of TRC materials, mix design, weaving and coating ramie fiber, manufacturing and curing test objects, and testing. The flexural behavior analyzed flexural strength, stiffness, ductility, and crack behavior. Ramie fiber reinforcement can improve the elasticity and ductility of mortar plates. However, woven ramie fiber with a certain woven pattern can reduce flexural strength. Coating ramie fiber with Unsaturated Polyester Resin (UPR) provides an increase in flexural strength, elastic properties, and ductility. Phases of crack behaviour of UPR-coated are uncracked, crack formation, crack stabilization, and failure. The woven pattern that produces the highest flexural strength is the two-axis woven pattern for UPR-coated ramie, which is 7.84 MPa.

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9

Chikkol Venkateshappa, Srinivasa, Basavaraju Bennehalli, Mownesh Gadde Kenchappa, and Raghu Patel Gowda Ranganagowda. "Flexural behaviour of areca fibers composites." BioResources 5, no. 3 (July 15, 2010): 1846–58. http://dx.doi.org/10.15376/biores.5.3.1846-1858.

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A study has been carried out to evaluate physical and flexural properties of composites made by areca fibers with a randomly distributed orientation of fibers. The extracted areca fibers from the areca husk were alkali treated with potassium hydroxide (KOH) to get better interfacial bonding between fiber and matrix. Then composites were developed by means of a compression molding technique with varying process parameters, such as fiber condition (untreated and alkali treated), and fiber loading percentages (50% and 60% by weight). The developed areca fiber reinforced composites were then characterized by physical and flexural tests. The results show that flexural strength increases with increase in the fiber loading percentage. Compared to untreated fiber, significant change in flexural strength has been observed for treated areca fiber reinforcement.

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Belkadi, Hadjer, Abdelkrim Bourzam, and Messaoud Saidani. "Structural Performance of Reinforced Concrete Beams with Steel Fibres as Secondary Reinforcement: Experimental and Pre-peak Numerical Modelling." Journal of Building Materials and Structures 11, no. 2 (December 31, 2024): 143–57. https://doi.org/10.34118/jbms.v11i2.4084.

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This research consists of an experimental and a numerical investigation into improving the structural performance of reinforced concrete (RC) beams by incorporating hooked-end steel fibres. Experimentally, steel fibres were added to the concrete matrix of 80 mm × 180 mm × 1500 mm RC beams with fibre contents of 0%, 0.5%, and 1%, without replacing traditional reinforcement bars. Each beam underwent a four-point flexural test using a hydraulic press under static loading to evaluate the influence of fibres on flexural behaviour. The numerical analysis aimed to model the macro-scale flexural behaviour of RC beams using a 3D finite element approach in ABAQUS. Challenges in modelling steel fibres include their discrete nature and computational demands due to intricate meshing and convergence issues. The Simplified Concrete Damaged Plasticity Model was used to characterize the compressive and tensile behaviours of plain and steel fibre reinforced concretes. Nonlinear finite element analysis was performed to predict pre-peak load versus mid-span deflection and crack propagation. The model, which does not explicitly simulate steel fibres, was validated against experimental data, showing strong agreement and confirming its effectiveness in capturing the flexural behaviour of steel fibre reinforced concrete beams. Experiments Results showed that steel fibres enhance the flexural performance. Beams with steel fibres exhibited higher first crack loads, ultimate loads, flexural strengths, and toughness. Additionally, the fibres increased crack numbers, reduced crack spacing and length, and improved post-cracking behaviour. The simulation results were subsequently validated against experimental data. The results of the numerical finite element analysis were in good agreement with those of the experiments.

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Dissertations / Theses on the topic "Flexural behaviour"

1

Ramesht, M. H. "Durability and flexural behaviour of ferrocement." Thesis, University of Manchester, 1994. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.488414.

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2

Fazio, Robert. "Flexural behaviour of corroded reinforced concrete beams." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp01/MQ29592.pdf.

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Fazio, Robert 1970. "Flexural behaviour of corroded reinforced concrete beams." Thesis, McGill University, 1996. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=27219.

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This report presents the results of a laboratory investigation of the influence of the corrosion process on the flexural capacity such as strength, deflection and steel and concrete strains in reinforced concrete beams. Examination of the behaviour of crack development was also examined.<br>Fourteen simply supported concrete beams were cast and subjected to two third point concentrated loads, increased monotonically until failure. The strength, strain and crack development data were recorded to assess the corrosion rate and its effect on the steel bars.<br>An electrochemical system was used to achieve the different corrosion levels. The specimens were immersed in a 5 percent of sodium chloride by weight of water for a period of one to thirty weeks. An initial voltage of 1 volt was impressed through the beams to initiate and to accelerate the corrosion process. A steel plate was immersed in the solution to act as a cathode and force the steel reinforced concrete beam to act as an anode.<br>The report discusses the defects and environmental factors influencing the corrosion process. (Abstract shortened by UMI.)

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El-Rimawi, J. A. "The Behaviour of Flexural Members under Fire Conditions." Thesis, University of Sheffield, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.608342.

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Al-Sunna, Raed Akram Saliba. "Deflection behaviour of FRP reinforced concrete flexural members." Thesis, University of Sheffield, 2006. http://etheses.whiterose.ac.uk/3597/.

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The design of fibre reinforced polymer (FRP) reinforced concrete (RC) can often be governed by the serviceability limit state of deflection. Currently, the evaluation of short-term deflection of FRP RC is undertaken using radically different approaches, in both research and codes of practice. This study investigates the short-term deflection behaviour of FRP RC, both experimentally and analytically, and examines the merits of those different approaches. Experimentally, 28 RC beams and slabs with glass, carbon or steel rebars are tested under four-point loading. The main variables considered are the reinforcement ratio, modulus of elasticity and bond. In addition to measuring deflections, closely-spaced strain gauges are used to measure rebar strains between one forced crack at midspan and two naturally-occurring cracks on either side. This setup enables the investigation of rebar strains, tension stiffening and bond between flexural cracks. Furthermore, in connection with concrete strains at the extreme compressive concrete fibre, the flexural load-curvature relationship is evaluated experimentally and used to decompose the total deflection into flexural and shear-induced deflections. Analytically two numerical analysis methods are used to provide further insight into the experimental results. Finite element analysis with smeared modelling of cracks is used to predict and examine the stress-displacement response in detail. Cracked section analysis is used to provide upper-bound deflections and strains. This study also deals with the ACI and Eurocode 2 approaches for prediction of short- term deflection. The deflection prediction and tension stiffening expressions of these codes are evaluated against the experimental results of this and other studies. The main conclusion is that deflection of FRP RC is essentially due to flexural curvatures, and can be reasonably evaluated by the tension stiffening model of Eurocode 2. However, with reinforcement of relatively low axial stiffness, and depending on the reinforcement bond characteristics, shear-induced deformations become significant and may need to be evaluated.

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Habeeb, M. N. "Flexural behaviour of continuously supported FRP reinforced concrete beams." Thesis, University of Bradford, 2011. http://hdl.handle.net/10454/5727.

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This thesis has investigated the application of CFRP and GFRP bars as longitudinal reinforcement for continuously supported concrete beams. Two series of simply and continuously supported CFRP and GFRP reinforced concrete beams were tested in flexure. In addition, a continuously supported steel reinforced concrete beam was tested for comparison purposes. The FRP reinforced concrete continuous beams were reinforced in a way to accomplish three possible reinforcement combinations at the top and bottom layers of such continuous beams. The experimental results revealed that over-reinforcing the bottom layer of either the simply or continuously supported FRP beams is a key factor in controlling the width and propagation of cracks, enhancing the load capacity, and reducing the deflection of such beams. However, continuous concrete beams reinforced with CFRP bars exhibited a remarkable wide crack over the middle support that significantly influenced their behaviour. The ACI 440.1R-06 equations have been validated against experimental results of beams tested. Comparisons between experimental results and those obtained from simplified methods proposed by the ACI 440 Committee show that ACI 440.1R-06 equations can reasonably predict the load capacity and deflection of the simply and continuously supported GFRP reinforced concrete beams tested. However, The potential capabilities of these equations for predicting the load capacity and deflection of continuous CFRP reinforced concrete beams have, however, been adversely affected by the de-bonding of top CFRP bars from concrete. An analytical technique, which presents an iterative procedure based on satisfying force equilibrium and deformation compatibility conditions, has been introduced in this research. This technique developed a computer program to investigate flexural behaviour in particular the flexural strength and deflection of simple and continuously supported FRP reinforced concrete beams. The analytical modelling program has been compared against different prediction methods, namely ACI 440, the bilinear method, mean moment inertia method and Benmokrane's method. This comparison revealed the reliability of this programme in producing more enhanced results in predicting the behaviour of the FRP reinforced beams more than the above stated methods.

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7

Kurniawan, Cyrilus Winatama. "Flexural behaviour and design of the new LiteSteel beams." Thesis, Queensland University of Technology, 2007. https://eprints.qut.edu.au/16674/1/Cyrilus_Kurniawan_Thesis.pdf.

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The flexural capacity of the new hollow flange steel section known as LiteSteel beam (LSB) is limited by lateral distortional buckling for intermediate spans, which is characterised by simultaneous lateral deflection, twist and web distortion. Recent research based on finite element analysis and testing has developed design rules for the member capacity of LiteSteel beams subject to this unique lateral distortional buckling. These design rules are limited to a uniform bending moment distribution. However, uniform bending moment conditions rarely exist in practice despite being considered as the worst case due to uniform yielding across the span. Loading position or load height is also known to have significant effects on the lateral buckling strength of beams. Therefore it is important to include the effects of these loading conditions in the assessment of LSB member capacities. Many steel design codes have adopted equivalent uniform moment distribution and load height factors for this purpose. But they were derived mostly based on data for conventional hot-rolled, doubly symmetric I-beams subject to lateral torsional buckling. In contrast LSBs are made of high strength steel and have a unique crosssection with specific residual stresses and geometrical imperfections along with a unique lateral distortional buckling mode. The moment distribution and load height effects for LSBs, and the suitability of the current steel design code methods to accommodate these effects for LSBs are not yet known. The research study presented in this thesis was therefore undertaken to investigate the effects of nonuniform moment distribution and load height on the lateral buckling strength of simply supported and cantilever LSBs. Finite element analyses of LSBs subject to lateral buckling formed the main component of this study. As the first step the original finite element model used to develop the current LSB design rules for uniform moment was improved to eliminate some of the modelling inaccuracies. The modified finite element model was validated using the elastic buckling analysis results from well established finite strip analysis programs. It was used to review the current LSB design curve for uniform moment distribution, based on which appropriate recommendations were made. The modified finite element model was further modified to simulate various loading and support configurations and used to investigate the effects of many commonly used moment distributions and load height for both simply supported and cantilever LSBs. The results were compared with the predictions based on the current steel code design rules. Based on these comparisons, appropriate recommendations were made on the suitability of the current steel code design methods. New design recommendations were made for LSBs subjected to non-uniform moment distributions and varying load positions. A number of LSB experiments was also undertaken to confirm the results of finite element analysis study. In summary the research reported in this thesis has developed an improved finite element model that can be used to investigate the buckling behaviour of LSBs for the purpose of developing design rules. It has increased the understanding and knowledge of simply supported and cantilever LSBs subject to non-uniform moment distributions and load height effects. Finally it has proposed suitable design rules for LSBs in the form of equations and factors within the current steel code design provisions. All of these advances have thus further enhanced the economical and safe design of LSBs.

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8

Kurniawan, Cyrilus Winatama. "Flexural behaviour and design of the new LiteSteel beams." Queensland University of Technology, 2007. http://eprints.qut.edu.au/16674/.

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The flexural capacity of the new hollow flange steel section known as LiteSteel beam (LSB) is limited by lateral distortional buckling for intermediate spans, which is characterised by simultaneous lateral deflection, twist and web distortion. Recent research based on finite element analysis and testing has developed design rules for the member capacity of LiteSteel beams subject to this unique lateral distortional buckling. These design rules are limited to a uniform bending moment distribution. However, uniform bending moment conditions rarely exist in practice despite being considered as the worst case due to uniform yielding across the span. Loading position or load height is also known to have significant effects on the lateral buckling strength of beams. Therefore it is important to include the effects of these loading conditions in the assessment of LSB member capacities. Many steel design codes have adopted equivalent uniform moment distribution and load height factors for this purpose. But they were derived mostly based on data for conventional hot-rolled, doubly symmetric I-beams subject to lateral torsional buckling. In contrast LSBs are made of high strength steel and have a unique crosssection with specific residual stresses and geometrical imperfections along with a unique lateral distortional buckling mode. The moment distribution and load height effects for LSBs, and the suitability of the current steel design code methods to accommodate these effects for LSBs are not yet known. The research study presented in this thesis was therefore undertaken to investigate the effects of nonuniform moment distribution and load height on the lateral buckling strength of simply supported and cantilever LSBs. Finite element analyses of LSBs subject to lateral buckling formed the main component of this study. As the first step the original finite element model used to develop the current LSB design rules for uniform moment was improved to eliminate some of the modelling inaccuracies. The modified finite element model was validated using the elastic buckling analysis results from well established finite strip analysis programs. It was used to review the current LSB design curve for uniform moment distribution, based on which appropriate recommendations were made. The modified finite element model was further modified to simulate various loading and support configurations and used to investigate the effects of many commonly used moment distributions and load height for both simply supported and cantilever LSBs. The results were compared with the predictions based on the current steel code design rules. Based on these comparisons, appropriate recommendations were made on the suitability of the current steel code design methods. New design recommendations were made for LSBs subjected to non-uniform moment distributions and varying load positions. A number of LSB experiments was also undertaken to confirm the results of finite element analysis study. In summary the research reported in this thesis has developed an improved finite element model that can be used to investigate the buckling behaviour of LSBs for the purpose of developing design rules. It has increased the understanding and knowledge of simply supported and cantilever LSBs subject to non-uniform moment distributions and load height effects. Finally it has proposed suitable design rules for LSBs in the form of equations and factors within the current steel code design provisions. All of these advances have thus further enhanced the economical and safe design of LSBs.

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9

McAndrew, Duncan. "Behaviour and design of sandwich panels for flexural wrinkling." Thesis, Queensland University of Technology, 1999. https://eprints.qut.edu.au/36095/1/36095_McAndrew_1999.pdf.

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Sandwich panels m Australia commonly consist of steel faces and expanded polystyrene cores. The use of sandwich panels in buildings became popular in Europe and the USA in the 1970s, however, their use has been mainly confined to coldstorage buildings in Australia due to the relatively low demand for the product. The utilisation of sandwich panels however has been increasing in recent times, particularly as roof and wall cladding systems in buildings. This has led to this collaborative project with the leading Australian manufacturer of sandwich panels, James Hardie Building Systems. The European Recommendations for Sandwich Panels is one of the few documents (i.e., standards) available for the design and testing of sandwich panels. It reflects the interests of members of the working group that produced the document and therefore is predominantly concerned with panels with metal faces and polyurethane or polyisocyanurate core materials. In these panels the core is foamed in-situ. In this process of production the faces adhere naturally to the core without the need for any additional layer of adhesive. In Australia, expanded polystyrene is commonly used as the core material introducing several new considerations. These are the adhesive bond, and the presence of transverse joints in the foam core. The main objectives of this research project were to investigate sandwich panels which contain transverse joints and the increase in wrinkling capacity of lightly profiled panels over flat panels. An extensive experimental and finite element investigation has been carried out to determine the effects which transverse joints of the foam core and lightly profiled faces have on the wrinkling capacity of sandwich panels. It has been found that transverse joints are a source of weakness in a sandwich panel and that lightly profiled panels have the potential to provide an increase in wrinkling capacity compared with flat panels.

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Anapayan, Tharmarajah. "Flexural behaviour and design of hollow flange steel beams." Thesis, Queensland University of Technology, 2010. https://eprints.qut.edu.au/36210/1/Tharmarajah_Anapayan_Thesis.pdf.

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The LiteSteel Beam (LSB) is a new hollow flange channel section developed by OneSteel Australian Tube Mills using a patented Dual Electric Resistance Welding technique. The LSB has a unique geometry consisting of torsionally rigid rectangular hollow flanges and a relatively slender web. It is commonly used as rafters, floor joists and bearers and roof beams in residential, industrial and commercial buildings. It is on average 40% lighter than traditional hot-rolled steel beams of equivalent performance. The LSB flexural members are subjected to a relatively new Lateral Distortional Buckling mode, which reduces the member moment capacity. Unlike the commonly observed lateral torsional buckling of steel beams, lateral distortional buckling of LSBs is characterised by simultaneous lateral deflection, twist and web distortion. Current member moment capacity design rules for lateral distortional buckling in AS/NZS 4600 (SA, 2005) do not include the effect of section geometry of hollow flange beams although its effect is considered to be important. Therefore detailed experimental and finite element analyses (FEA) were carried out to investigate the lateral distortional buckling behaviour of LSBs including the effect of section geometry. The results showed that the current design rules in AS/NZS 4600 (SA, 2005) are over-conservative in the inelastic lateral buckling region. New improved design rules were therefore developed for LSBs based on both FEA and experimental results. A geometrical parameter (K) defined as the ratio of the flange torsional rigidity to the major axis flexural rigidity of the web (GJf/EIxweb) was identified as the critical parameter affecting the lateral distortional buckling of hollow flange beams. The effect of section geometry was then included in the new design rules using the new parameter (K). The new design rule developed by including this parameter was found to be accurate in calculating the member moment capacities of not only LSBs, but also other types of hollow flange steel beams such as Hollow Flange Beams (HFBs), Monosymmetric Hollow Flange Beams (MHFBs) and Rectangular Hollow Flange Beams (RHFBs). The inelastic reserve bending capacity of LSBs has not been investigated yet although the section moment capacity tests of LSBs in the past revealed that inelastic reserve bending capacity is present in LSBs. However, the Australian and American cold-formed steel design codes limit them to the first yield moment. Therefore both experimental and FEA were carried out to investigate the section moment capacity behaviour of LSBs. A comparison of the section moment capacity results from FEA, experiments and current cold-formed steel design codes showed that compact and non-compact LSB sections classified based on AS 4100 (SA, 1998) have some inelastic reserve capacity while slender LSBs do not have any inelastic reserve capacity beyond their first yield moment. It was found that Shifferaw and Schafer’s (2008) proposed equations and Eurocode 3 Part 1.3 (ECS, 2006) design equations can be used to include the inelastic bending capacities of compact and non-compact LSBs in design. As a simple design approach, the section moment capacity of compact LSB sections can be taken as 1.10 times their first yield moment while it is the first yield moment for non-compact sections. For slender LSB sections, current cold-formed steel codes can be used to predict their section moment capacities. It was believed that the use of transverse web stiffeners could improve the lateral distortional buckling moment capacities of LSBs. However, currently there are no design equations to predict the elastic lateral distortional buckling and member moment capacities of LSBs with web stiffeners under uniform moment conditions. Therefore, a detailed study was conducted using FEA to simulate both experimental and ideal conditions of LSB flexural members. It was shown that the use of 3 to 5 mm steel plate stiffeners welded or screwed to the inner faces of the top and bottom flanges of LSBs at third span points and supports provided an optimum web stiffener arrangement. Suitable design rules were developed to calculate the improved elastic buckling and ultimate moment capacities of LSBs with these optimum web stiffeners. A design rule using the geometrical parameter K was also developed to improve the accuracy of ultimate moment capacity predictions. This thesis presents the details and results of the experimental and numerical studies of the section and member moment capacities of LSBs conducted in this research. It includes the recommendations made regarding the accuracy of current design rules as well as the new design rules for lateral distortional buckling. The new design rules include the effects of section geometry of hollow flange steel beams. This thesis also developed a method of using web stiffeners to reduce the lateral distortional buckling effects, and associated design rules to calculate the improved moment capacities.

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Books on the topic "Flexural behaviour"

1

Ramesht, M. H. Durability and flexural behaviour of ferrocement. Manchester: UMIST, 1994.

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Lu, Yue Qing. The flexural behaviour of concrete-filled hollow structural sections. Edmonton, Alta., Canada: Dept. of Civil Engineering, University of Alberta, 1992.

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Alca, Nedim. Effect of size on flexural behaviour of high-strength concrete beams. Edmonton, Alta: Dept. of Civil Engineering, University of Alberta, 1993.

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4

O'Connor, David John. The flexural behaviour of sandwich beams with thick facings and rigid plastic foam cores. [s.l: The author], 1985.

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5

Cousins, William. The flexural behaviour of cambered concrete slabs with partial lateral restraint when subjected to short-term uniformly distributed loads. [s.l: The Author], 1989.

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Ibrahim, Hisham H. H. Flexural behavior of high strength concrete columns. Edmonton, Alta: Dept. of Civil Engineering, University of Alberta, 1994.

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Heeringa, Roger L. The ultimate strength flexural behavior of reinforced concrete block masonry. 1989.

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Blake, John David. Lap splice behavior in concrete masonry walls under flexural loading. 1993.

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Book chapters on the topic "Flexural behaviour"

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Vaguez, Ruby, and Simon Jayasingh. "Flexural Behaviour of Auxetic Core Sandwich Beam." In Lecture Notes in Civil Engineering, 71–82. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5001-0_7.

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Laím, Luís, João Paulo C. Rodrigues, and Luís S. Silva. "Flexural Behaviour of Cold-Formed Steel Beams." In Design, Fabrication and Economy of Metal Structures, 133–38. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-36691-8_20.

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Cunha, Vítor M. C. F., Joaquim A. O. Barros, and Amin Abrishambaf. "Time-Dependent Flexural Behaviour of SFRSCC Elements." In RILEM Bookseries, 125–37. Dordrecht: Springer Netherlands, 2016. http://dx.doi.org/10.1007/978-94-024-1001-3_11.

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Pham, Ngoc Hieu. "Effects of Web Stiffeners Locations on Flexural Capacities of SupaCee Sections About the Weak Axis." In Lecture Notes in Civil Engineering, 1–8. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-1748-8_1.

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AbstractThe paper investigates the influence of variation of web stiffener locations on the sectional capacities of SupaCee sections under bending about the weak axis. The SupaCee is the new section made on the basis of the traditional channel section by adding several stiffeners in the web of the channel section to increase stability. The variation of stiffener locations has specific impacts on the flexural capacities of SupaCee sections about the weak axis. With the asymmetrical character of the SupaCee section about the weak axis, the behaviour of this section is analysed when the moment direction is changed. The flexural capacities of cold-formed steel SupaCee sections are determined according to the Australian/New Zealand Standard AS/NZS 4600:2018. Based on the investigated results, it is found that the behaviour of SupaCee sections depends on the moment directions. Also, the web stiffeners should be kept far from the flanges which will be more beneficial for the flexural capacities of SupaCee sections about the weak-axis.

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Venkata Sai Nagendra, C., and N. Jayaramappa. "Flexural Strength Behaviour of Microbial Blended Concrete Beams." In Advances in Science, Technology & Innovation, 105–15. Cham: Springer Nature Switzerland, 2025. https://doi.org/10.1007/978-3-031-73816-6_12.

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Nwankwo, Chinyere O., and Jeffrey Mahachi. "Analytical and Numerical Approaches in Predicting the Flexural Behaviour of Reinforced Concrete Beams." In Lecture Notes in Civil Engineering, 1423–35. Cham: Springer Nature Switzerland, 2025. https://doi.org/10.1007/978-3-031-69626-8_119.

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AbstractThe structural design of buildings, bridges and all other civil engineering structures heavily relies on understanding the beam element, particularly its flexural behaviour. This chapter explores both analytical and numerical approaches to predict the flexural behaviour of reinforced concrete beams. Force equilibrium and strain compatibility equations were used for the analytical approach, while ANSYS, a finite element software, was used for the numerical approach. Comprehensive insights into the analysis, from concrete and reinforcing steel material models to mesh sensitivity analysis in the numerical approach, are provided. The analytical and numerical methods used were validated with an experimental case study beam. The load–deflection curve of a reinforced concrete beam obtained from experimental, analytical and numerical approaches is presented and found to have good correlation. The chapter further provides insights into the efficiency and limitations of each method in predicting the beam behaviour. The findings of this study will guide researchers and practitioners in selecting appropriate methodologies for structural analysis problems.

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Kretsis, G., F. L. Matthews, G. A. O. Davies, and J. Morton. "Flexural Behaviour of Multi-directional Glass/Carbon Hybrid Laminates." In Composite Structures 5, 795–807. Dordrecht: Springer Netherlands, 1989. http://dx.doi.org/10.1007/978-94-009-1125-3_50.

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Anuradha, P., D. Annapurna, and K. L. Radhika. "Flexural Behaviour of Hybrid and Graded Fibre Reinforced Concrete." In Lecture Notes in Civil Engineering, 433–44. Singapore: Springer Nature Singapore, 2024. http://dx.doi.org/10.1007/978-981-99-7464-1_32.

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Rasappagari, M. R. R., W. Karunasena, and W. Lokuge. "Flexural Behaviour of Functionally Graded-Graphene Reinforced Composite Plates." In Lecture Notes in Civil Engineering, 209–21. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-7603-0_22.

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Chanda, M., M. B. Zisan, and A. Dhar. "Flexural Behaviour of Reinforced Concrete Beams Retrofitted with Ferrocement." In Lecture Notes in Civil Engineering, 247–54. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-5547-0_24.

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Conference papers on the topic "Flexural behaviour"

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Immanuel, Sophia, and Baskar K. "Flexural Behaviour of Carbon Textile Reinforced Concrete (CTRC) Panel." In IABSE Congress, New Delhi 2023: Engineering for Sustainable Development. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2023. http://dx.doi.org/10.2749/newdelhi.2023.1547.

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<p>Textile-reinforced concrete (TRC) is novel high performance composite material blooming in the 21st century globally. It can be used as not only strengthening material but as a structural load bearing component. This paper aims to investigate the flexural behaviour of carbon textile- reinforced concrete (CTRC) panel through four-point bending test. Optimising the mix using particle packaging for the TRC with grade of mix as M50 using binders were used for the study. Flexural strength and toughness were observed to improve with the increase of the number of textile layers. The textiles were manually prestressed the first-crack flexural stress and pre- cracking flexural stiffness of the CTRC. The results highlight that the behaviour of carbon textile reinforcement under pure flexure performs well with flexural cracks forming only at the pure bending zone. The flexural behaviour of only 4-layer textiles were limited to this study considering the over reinforced design criteria. Further, the performance can be enhanced while optimising the no of layers of textiles(i.e.) the minimum textile reinforcement percentage required in further research.</p>

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Alnuaimi, A. S., A. Hago, and K. S. Al-Jabri. "Flexural behaviour of ferrocement roof panels." In HIGH PERFORMANCE STRUCTURES AND MATERIALS 2006. Southampton, UK: WIT Press, 2006. http://dx.doi.org/10.2495/hpsm06010.

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Ibrahim, W., W. El-fattah, H. Ali Hassan, A. Ehab, and A. Elkarem. "Flexural Behaviour of Bamboo Concrete Beams." In 2023 2nd International Conference on Smart Cities 4.0. IEEE, 2023. http://dx.doi.org/10.1109/smartcities4.056956.2023.10525809.

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Sheehan, Therese, Xianghe Dai, Jie Yang, Kan Zhou, and Dennis Lam. "Flexural behaviour of composite slim floor beams." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.6963.

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Composite slim floor beams comprise a steel section embedded in a concrete slab, offering the advantages of a steel-concrete composite structure combined with a reduced floor depth. Several mechanisms contribute to the shear connection in this type of beam, such as headed studs, friction and clamping effects and the using of reinforcement bars passing through holes in the steel beam web. However, to date, nobody has systematically identified these mechanisms and Eurocode 4 does not provide specific design guidance for slim floor beams. Hence, a series of shear beam tests and flexural beam tests were carried out in order to assess the degree of shear connection and connector capacity in these beams. The test set-up is described including different arrangements of shear connectors for each specimen. The paper presents the findings from the flexural beam tests. The results are compared with those from the previous shear beam tests. Numerical models will be developed in future to extend the data and include a wider range of parameters. The data will also be used to improve understanding of this type of beam and will lead to the provision of specific design guidelines for slim floor beams.

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Marques, L., L. Simões Da Silva, R. Greiner, and C. Rebelo. "Flexural Buckling Behaviour of Non-Prismatic Columns." In 7th International Conference on Steel and Aluminium Structures. Singapore: Research Publishing Services, 2011. http://dx.doi.org/10.3850/978-981-08-9247-0_rp080-icsas11.

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Raza, Masoom, Ujjwal Bhardwaj, and Prakhar Duggal. "Flexural Behaviour of Bamboo Reinforced Concrete Beam." In 2022 3rd International Conference on Intelligent Engineering and Management (ICIEM). IEEE, 2022. http://dx.doi.org/10.1109/iciem54221.2022.9853011.

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Chomchuen, Prakit, and Virote Boonyapinyo. "Flexural Behaviour Enhanchment of Cementitious Structural Insulated Panels." In IABSE Congress, Stockholm 2016: Challenges in Design and Construction of an Innovative and Sustainable Built Environment. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2016. http://dx.doi.org/10.2749/stockholm.2016.2125.

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Kirupakaran, Keerthana, Nerswn Basumatary, and Roshini Ramanathan. "Flexural Fatigue Behaviour Of Textile-Reinforced Concrete Panels." In 11th International Conference on Fracture Mechanics of Concrete and Concrete Structures. IA-FraMCoS, 2023. http://dx.doi.org/10.21012/fc11.092393.

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"The Ductile Behaviour Including Flexural Strength of High-Strength Concrete Members Subjected to Flexure." In "SP-172: High-Performance Concrete - Proceedings: ACI International Conference, Malaysia 1997". American Concrete Institute, 1999. http://dx.doi.org/10.14359/6136.

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RIBEIRO, M. C. S., A. J. M. FERREIRA, and A. T. MARQUES. "FLEXURAL BEHAVIOUR OF GFRP-POLYMER CONCRETE HYBRID STRUCTURAL SYSTEMS." In Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures (FRPRCS–6). World Scientific Publishing Company, 2003. http://dx.doi.org/10.1142/9789812704863_0065.

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Reports on the topic "Flexural behaviour"

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Nakagawa, T., E. Poulin, T. Rueppel, Z. Chen, J. Swinea, M. O'Brien, G. Houser, et al. Effects of thermal modification on the flexure properties, fracture energy, and hardness of western hemlock. Engineer Research and Development Center (U.S.), March 2025. https://doi.org/10.21079/11681/49666.

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This study investigates the effect of thermal modification on the flexural properties, transverse fracture energy, and hardness of western hemlock. Flexure tests on specimens featuring longitudinal and transverse grains showed that thermal modification at 167 °C leads to less statistical variability compared to unmodified samples. Additionally, thermal modification leads to a decrease in the transverse flexural strength. On the other hand, the fracture and Janka hardness tests revealed a more pronounced brittleness of the thermally modified samples. The total mode I fracture energy of modified single-edge notch bending samples was about 47% lower for radial–longitudinal systems and 60% lower for tangential–longitudinal systems. Similarly, the average Janka hardness in the tangential and transverse planes was 8.5% and 9.4% lower in the modified specimens, respectively. The results presented in this work show that thermal modification can have a significant effect on the fracturing behavior of west-ern hemlock and its energy dissipation capabilities. For design, this must be taken into serious consideration as these properties significantly influence the damage tolerance of this wood in the presence of stress concentrations such as those induced in bolted joints and cut outs. Fracture energy and hardness are also strongly correlated to ballistic performance.

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Ragalwar, Ketan, William Heard, Brett Williams, Dhanendra Kumar, and Ravi Ranade. On enhancing the mechanical behavior of ultra-high performance concrete through multi-scale fiber reinforcement. Engineer Research and Development Center (U.S.), September 2021. http://dx.doi.org/10.21079/11681/41940.

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Steel fibers are typically used in ultra-high performance concretes (UHPC) to impart flexural ductility and increase fracture toughness. However, the mechanical properties of the steel fibers are underutilized in UHPC, as evidenced by the fact that most of the steel fibers pull out of a UHPC matrix largely undamaged during tensile or flexural tests. This research aims to improve the bond between steel fibers and a UHPC matrix by using steel wool. The underlying mechanism for fiber-matrix bond improvement is the reinforcement of the matrix tunnel, surrounding the steel fibers, by steel wool. Single fiber pullout tests were performed to quantify the effect of steel wool content in UHPC on the fiber-matrix bond. Microscopic observations of pulled-out fibers were used to investigate the fiber-matrix interface. Compared to the control UHPC mixture with no steel wool, significant improvement in the flexural behavior was observed in the UHPC mixtures with steel wool. Thus, the addition of steel wool in steel fiber-reinforced UHPC provides multi-scale reinforcement that leads to significant improvement in fiber-matrix bond and mechanical properties of UHPC.

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Feregrino, C., S. A. Ospina, L. Flórez, A. Henao, and B. L. López. Study of HDPE/PET/E-GMA blends: toughening, rigidity, and thermal and morphology behavior. Universidad de los Andes, December 2024. https://doi.org/10.51573/andes.pps39.gs.pba.1.

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The purpose of this study was to utilize E-GMA as a compatibilizer to enhance the mechanical properties of recycled blends of high-density polyethylene, polyethylene terephthalate, and ethylene-glycidyl methacrylate copolymer (HDPE/PET/E-GMA), with the aim of manufacturing plastic soda crates. The results showed that toughness increased without losing rigidity. Flexural strength improved by 11% and impact strength by 8% when the PET content was 20%, indicating that E-GMA acts as a compatibilizer. These results can be applied to improve the mechanical properties of recycled materials in an upcycling context.

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Al-Obaidi, Salam. Behavior of Reinforced Concrete Beams Retrofitted in Flexure Using CFRP-NSM Technique. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.2291.

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Kinser, Ryan, Mark Barkey, Timothy Rushing, Abby Cisko, Lyan Garcia, Paul Allison, and J. Jordon. Computationally efficient modeling of lightweight expeditionary airfield surfacing systems at large length scales. Engineer Research and Development Center (U.S.), February 2024. http://dx.doi.org/10.21079/11681/48266.

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Expeditionary airfield matting systems are lightweight, portable surfaces that enable the rapid deployment of infrastructure to support aircraft operations. Individual matting components are assembled via interlocking joints to construct arrays that serve as temporary aircraft operating surfaces. The paper outlines the homogenization of the AM2 portable airfield matting system and its interlocking mechanisms to permit computationally efficient analyses toward understanding mechanisms that influence the global behavior of these arrays and underlying subgrade during aircraft maneuvers. An equivalent orthotropic two-dimensional continuum was developed from finite element analysis of a detailed three-dimensional model and its flexural behavior was validated against experimental data and solid finite element models. Interlocking joints were characterized using node-to-node connector elements based on subscale finite element studies. Both components were implemented into a full-scale model representative of a typical test section, and responses to static high tire pressure aircraft loads were analyzed over a soil foundation representing a California bearing ratio of 6%, yielding promising agreement with experimental data. Results of this study reveal an inherent coupling between load transfer, mat deflection, and near-surface subgrade stress with dependence on tire location, mat core shear flexibility, and joint stiffness.

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Andrawes, Bassem, Ernesto Perez Claros, and Zige Zhang. Bond Characteristics and Experimental Behavior of Textured Epoxy-coated Rebars Used in Concrete Bridge Decks. Illinois Center for Transportation, January 2022. http://dx.doi.org/10.36501/0197-9191/22-001.

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The deterioration of bridge decks is a problem typically associated with the corrosion of the reinforcing steel. This issue was partially controlled during the 1970s with the incorporation of the epoxy-coating protection system. However, research later demonstrated that the smooth surface resulting from the epoxy-coating application reduces most of the friction between the rebar and the surrounding concrete. Consequently, forces acting on the rib faces are reconfigured in such a way that the radial components increase, triggering the early development of cracks. To mitigate both the reduction of bonding and the formation of cracks, the Illinois Department of Transportation proposed a new type of coated bars: textured epoxy-coated (TEC) bars. Over the last few years, different projects have been executed to understand and improve the characteristics of TEC rebars. This report is a continuation of research performed at the University of Illinois Urbana-Champaign to evaluate the bond behavior of TEC bars. The experimental program starts by characterizing, qualitatively and quantitatively, the roughness of the TEC rebars. Next, their bond-slip interaction embedded in concrete is evaluated through pull-out tests. Finite element models of these tests are developed to validate the behavior observed as the textured reinforcement loses anchorage with concrete. Based on these results, the experimental program then aims to study the impact of the drying shrinkage, temperature change, and flexural demands on two large-scale bridge deck specimens reinforced, individually, with TEC and standard epoxy-coated bars. The results collected from both specimens using digital image correlation and strain gauges are compared to explore the differences exhibited by the traditional and the new type of reinforcement coatings in terms of stress distribution in bridge decks. Finally, given the specialized equipment and time-consuming procedure needed to calculate the roughness parameters of TEC bars, an empirical, weight-based approach is developed as a rapid method for assessing the rebars’ roughness on-site.

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Covavisaruch, Sirijutaratana. Comparison of mechanical behaviors of microwave and thermal cured on SiC whisker-filled polybenzoxazine. Chulalongkorn University, 2006. https://doi.org/10.58837/chula.res.2006.76.

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To investigate the effect of microwave cure and thermal cure in silicon carbide whisker (SiCw) filled in polybenzoxazine (PBZ) composite on its corresponding thermal and mechanical behaviors. SiC whisker is thus, used as a filler of the polybenzoxazine to enhance the microwave absorption capability of the molding compound and to reinforce the material. The experimental results reveal that the benzoxazine resin (BA-a) was hardly cured at a high power of 1 kW for 15 min. However, with a relatively low content at 4% by weight SiCw, the benzoxazine resin was found to be cured relatively well. Therefore the strong microwave interaction of the benzoxazine molding compound, due to the presence of SiCw, significantly helps reduce the processing time of the molding compound from few hours at 200 ํC to be less than thirty minutes at 4% by weight of SiCw using the irradiation power of merely around 300 watts. To achieve the maximum cure, polybenzoxazine/SiCw composits cured by microwave oven consumed less energy than that required by the traditional thermal cure by approximately 20 to 30 times. At 4 wt% of SiCw content, the mechanical and thermal properties of the polybenzoxazine composites cured by thermal and microwave heating showed no significant change. The flexural modulus and strength of the thermal cured composites at 4 wt% SiCw were determined to be 5.3 +- 0.48 GPa and 119 +- 28 MPa while those of the microwave cured specimens were about 5.7 +- 0.2 GPa and 118 +- 7 MPa respectively at the same filler content. The neat polybenzoxazine and the SiCw-filled polybenzoxazine composites possess a glass transition temperature, determined by DSC ranging from 155 to 160 ํC for both thermal and microwave cured. Moreover, the thermal and mechanical properties were increased with increasing the SiCw content. Their fracture surface morphology could be observed by SEM studies which revealed substantial bonding between the two phases. The fracture surface of the composites was significantly rougher than that of the pure matrix. The microwave cure for SiCw-filled polybenzoxazine composite could drastically reduce the curing time and energy-consumption while the microwave-cured specimens still maintained the good thermal and mechanical properties.

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Ko, Yu-Fu, and Jessica Gonzalez. Effects of Low-Cycle Fatigue Fracture of Longitudinal Reinforcing Steel Bars on the Seismic Performance of Reinforced Concrete Bridge Piers. Mineta Transportation Institute, October 2024. http://dx.doi.org/10.31979/mti.2024.2328.

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Earthquakes, which can cause tremendous local stress and strain on infrastructure, can cause reinforced concrete (RC) bridges to collapse due to the concrete cracking and fracture of the steel reinforcement rebars. The fracture of longitudinal reinforcing steel due to low-cycle fatigue is one of the main causes of failure in RC structures under earthquake loading. The purpose of this research is to include the effects of low-cycle fatigue fracture of longitudinal reinforcing steel bars on the seismic performance of reinforced concrete bridge piers. To obtain a greater understanding of low-cycle fatigue failure of steel reinforcement of RC bridge piers subjected to seismic loadings, its properties were studied by considering the slenderness ratio to observe its effects on the behaviors of the steel material. The slenderness ratio are functions of unsupported length, diameter of the circular cross section of the longitudinal reinforcing bars, and the spacing of transverse reinforcing bars. The seismic performance of RC single-column pier-supported bridges with flexural failure under near-fault ground motion were assessed with the use of damage indices. The damage indices can numerically assess the damaged state of RC bridge piers and show the gradual accumulation of damage. Four numerical models are developed with fiber-based nonlinear beam-column elements to simulate the damage accumulation on RC bridge piers under seismic loadings, considering variables such as low-cycle fatigue, tensile strain damage, global buckling of longitudinal steel bars, the cracking and spalling of cover concrete, and the bond-slip between concrete and longitudinal steel bars. Bond-slip is related to the interaction between the longitudinal steel rebars and the concrete for load bearing and coordination deformation. The four numerical models were developed with different considerations of low-cycle fatigue and bond-slip: Model 1 (without bond-slip and without fatigue), Model 2 (without bond-slip and with fatigue), Model 3 (with bond-slip and without fatigue), and Model 4 (with bond-slip and with fatigue). The models underwent nonlinear time-history analyses. The results were compared with experimental testing results. All four numerical models are optimal to assess the seismic performance of RC single-column pier-supported bridges. The proposed damage indices can reasonably reflect the damage states in accordance with the experimental results. The proposed models can reasonably predict the damage states and seismic behavior of RC bridge columns and could be available to the structural engineering community for non-linear analysis and performance assessment of RC bridge structures.

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Ko, Yu-Fu, and Jessica Gonzalez. Fiber-Based Seismic Damage and Collapse Assessment of Reinforced Concrete Single-Column Pier-Supported Bridges Using Damage Indices. Mineta Transportation Institute, August 2023. http://dx.doi.org/10.31979/mti.2023.2241.

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Near-fault earthquakes can have major effects on transportation systems due to the structural damage they impose on bridges. Therefore, it is imperative to assess the seismic damage of bridges appropriately, and this research focuses on reinforced concrete (RC) bridges. This research advances the seismic performance assessment of RC single-column pier-supported bridges with flexural failure under near-fault ground motion by use of ductility coefficients and damage indices. The methodology included modeling fiber-based nonlinear beam-column elements to simulate the damage development process of RC bridge piers under earthquake loadings, considering the global buckling of longitudinal steel bars, examining the cracking and spalling of cover concrete, and analyzing the effects of bond-slip. The tensile strain represented the damage of the longitudinal bars while the compression strain represented the cover concrete damage. Two innovative nonlinear fiber-based finite element models (FEMs) were developed: Model 1 (bond-slip excluded) and Model 2 (bond-slip included). Nonlinear static cyclic pushover analyses and nonlinear response history analyses were conducted. The simulation results were compared with available pseudo-dynamic test results. Model 1 provided a more ideal prognosis on the seismic performance of RC single-column pier-supported bridges under near-fault ground motion. The proposed damage indices can indicate the damage state at any stage and the gradual accumulation of damage in RC bridge piers, which are more convincing than most other indices in the literature. The proposed fiber-based nonlinear FEMs, together with the use of ductility coefficients and proposed damage indices, can also assist engineers and researchers in simulating the seismic behavior and assessing the damage state of RC bridge columns in a computationally effective manner which can empower engineers to identify and prioritize RC bridges for seismic retrofit and maintenance.

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DEVELOPMENT OF ANALYTICAL MODELS FOR PREDICTING THE FLEXURAL BEHAVIOUR OF ENGINEERED CEMENTITIOUS COMPOSITES – HIGH STRENGTH STEEL COMPOSITE BEAMS. The Hong Kong Institute of Steel Construction, September 2023. http://dx.doi.org/10.18057/ijasc.2023.19.3.2.

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This paper presents the results of three-dimensional (3D) finite element (FE) and analytical models on the prediction of the flexural behaviour of composite beams comprising high strength steel (HSS) I-section and Engineered Cementitious Composite (ECC) slab. In the FE approach, 108 composite beam models which cover a wide range of key parameters including HSS grade, ECC compressive strength, HSS section depth, ECC slab thickness, ECC slab width were generated and analysed. The flexural strength of these composite beam models was subsequently employed to validate the accuracies of some commonly used flexural strength prediction methods that are originally based on the rigid plastic analysis (RPA). It was found that these methods generally underpredicted the flexural strength of the ECC-HSS composite beams. Hence, a simple analytical model was proposed, and validation results of its accuracy showed that this simple analytical model produced more accurate predictions than the RPA methods. In order to allow designers to obtain the load-deflection curves of the beams, a full analytical model which is based on strain compatibility and force equilibrium was also developed. Validations against both FE model and test results showed that this full analytical model produced the most accurate flexural strength predictions.

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