Bibliografie tematiche / Flexural behaviour

Letteratura scientifica selezionata sul tema "Flexural behaviour"

Autore: Grafiati
Pubblicato: 4 giugno 2021
Ultima modifica: 30 gennaio 2023

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Articoli di riviste sul tema "Flexural behaviour"

1

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

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Dinesh Kumar, J., A. Sattainathan Sharma e K. Suganya Devi. "Study on Flexural Behaviour of RC Beam Strengthened with FRP". Journal of Physics: Conference Series 2040, n. 1 (1 ottobre 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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3

Lopes, S. M. R., e J. Harrop. "Flexural behaviour of prestressed continuous beams". Proceedings of the Institution of Civil Engineers - Structures and Buildings 146, n. 1 (febbraio 2001): 67–74. http://dx.doi.org/10.1680/stbu.2001.146.1.67.

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4

Reis, P. N. B., J. A. M. Ferreira, F. V. Antunes e J. D. M. Costa. "Flexural behaviour of hybrid laminated composites". Composites Part A: Applied Science and Manufacturing 38, n. 6 (giugno 2007): 1612–20. http://dx.doi.org/10.1016/j.compositesa.2006.11.010.

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5

Real, E., e E. Mirambell. "Flexural behaviour of stainless steel beams". Engineering Structures 27, n. 10 (agosto 2005): 1465–75. http://dx.doi.org/10.1016/j.engstruct.2005.04.008.

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6

Arief Budiman e Erizal. "Pengaruh Pola Anyaman terhadap Perilaku Lentur Textile Reinforced Concrete (TRC) dengan Perkuatan Serat Rami". Jurnal Teknik Sipil dan Lingkungan 6, n. 3 (31 dicembre 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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7

Saji, Ms Ansu P., e Ms Lekshmi Priya R. "Flexural Behaviour of SFRC Curved Deep Beams". International Journal for Research in Applied Science and Engineering Technology 10, n. 7 (31 luglio 2022): 574–79. http://dx.doi.org/10.22214/ijraset.2022.45372.

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Abstract: As per IS 456:2000, deep beams can be defined as the structures that having span to depth ratio less than 2 for a simply supported beam and 2.5 for a continuous beam. Also these members are loaded on one face and supported on the opposite face. Uses of curved deep beams are increasing in structures like rounded corners of buildings, circular balconies, water tanks etc. Steel Fiber Reinforced Concrete (SFRC) is a concrete with short, discrete lengths of steel fibers which are randomly dispersed. The load deformation behavior of curved deep beam of different curvatures gives an idea about the effect of curvature on the performance of curved deep beam. The structure that generates comparatively small deformation within the applied load can be considered as relatively safe. This paper illustrates the effect of curvature or central angle on the ultimate load behavior of SFRC curved deep beam and analyzing its flexural behaviour. Steel Fiber Reinforced Concrete with 1% steel fiber is used in the current study. The central subtended angles adopted for the study are 00 , 450 , 600 , 900 , 1200 , and 1800 . As the central subtended angle increases, curvature also increases. The analysis of the structure has been carried out using ANSYS Software
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Mikhailovsky, Leonid, D. J. Laurie Kennedy e Raymond W. S. Lee. "Flexural behaviour of bolted joints of corrugated steel plates". Canadian Journal of Civil Engineering 19, n. 5 (1 ottobre 1992): 896–905. http://dx.doi.org/10.1139/l92-101.

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Even though the design of corrugated steel plate culverts is based on compression ring theory, soil-steel structure interaction will likely lead to the development of bending moments in the steel plates. Successful application of these structures requires that these moments be accommodated without distress, while the plate carries axial thrust. This requires ductile flexural behaviour.The results of 13 flexural tests, with two-point loading, on lap joints of 3, 5, and 7 mm thick corrugated steel plates, as well as one test on plain 5 mm thick corrugated steel plate, are reported. Bolt configurations consisting of 2, 3, and 4 bolts per complete corrugation were tested to investigate the postulate that lap joints subject to bending moments can be made in a correct or incorrect manner. Correct lap joints are those that do have a bolt near the edge of the lap on the tension side where prying tends to occur, that is, where the gap between the lapped plates tends to open up when the joint is subject to moment. Incorrect laps do have a bolt at this location. Laps with 2 bolts are either correct for both positive and negative bending moments or incorrect for both. Statistically, laps with 3 bolts will be incorrect 75% of the time and laps with 4 bolts all the time.The tests confirm the postulate and show that, in the incorrect laps, tearing of the corrugated plates, starting at the edges of the bolt holes in the critical location where there is prying, occurs shortly after the maximum moment is reached. The tearing leads to a reduction in the moment resistance and reduced ductility even though the maximum moment for incorrect laps may be comparable to that for correct laps. Correct laps exhibit tremendous ductility, achieving joint rotations of 0.4 radians or more. Laps with 4 bolts per corrugation are weaker flexurally than laps with 2 bolts per corrugation because the critical net area on the tension side is less. Shaped washers placed under the bolt heads at the critical location do not improve the behaviour. Inadequate torquing in the bolts leads to increased flexibility, and reduced strength of the lap joints and increased opening of the gap between the plates. Key words: bolted, corrugated, culvert, ductility, flexure, joints, lap, moment resistance, plate, steel, tearing.
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9

Angeli, P., F. De Bona e M. G. Munteanu. "Flexural stiffness of leaf springs for compliant micromechanisms". Proceedings of the Institution of Mechanical Engineers, Part C: Journal of Mechanical Engineering Science 222, n. 12 (1 dicembre 2008): 2505–11. http://dx.doi.org/10.1243/09544062jmes1022.

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Von Kármán equations have been used to evaluate the flexural behaviour of rectangular leaf springs with constant thickness. A closed form solution is obtained, showing that flexural stiffness varies continuously from that obtained by considering a beam model to the value given by the linear plate theory. This behaviour depends on section geometry, Poisson's ratio, and main curvature. A new characterizing parameter, whose relation with flexural stiffness allows a typical non-linear behaviour to be emphasized, is introduced in this work. In particular, for a given geometry and material, the flexural stiffness increases with the deflection and consequently with the load.
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10

Sathish Kumar, Veerappan, Namasivayam Ganesan, Pookattu Vattarambath Indira, Gunasekaran Murali e Nikolai Ivanovich Vatin. "Flexural Behaviour of Hybrid Fibre-Reinforced Ternary Blend Geopolymer Concrete Beams". Sustainability 14, n. 10 (13 maggio 2022): 5954. http://dx.doi.org/10.3390/su14105954.

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Geopolymer concrete is one of the innovative eco-friendly materials that has gained the attention of many researchers in the sustainable development of the construction industry. The primary objective of this experimental investigation is to study the flexural behaviour of the ternary blend geopolymer concrete (TGPC) with various proportions of hybrid fibres. In this study, 27 reinforced concrete beams were cast with a TGPC grade of M55 and tested under monotonic loading conditions. The specimens were beams of length 1200 mm, depth of 150 mm, and width of 100 mm. Crimped steel (metallic) fibres and polypropylene (non-metallic) fibres were used in hybrid form to study the effect on the TGPC beams under flexure. The volume fractions of steel fibres were varied up to 1% with an increment of 0.5%, and polypropylene fibres varied from 0.1% to 0.25% with an increment of 0.05%. The test results were analysed based on the first crack load, ultimate load, load-deflection behaviour, energy absorption capacity, moment-curvature relationship, and ductility behaviour and compared with TGPC specimens without fibres. The experimental study reveals that the TGPC is one of the best alternatives for conventional cement concrete. The addition of hybrid fibres potentially improves the flexural properties of TGPC to a great extent. The test results showcased that the HTGPC with 1% steel and 0.1% polypropylene fibres exhibited better flexural properties than the other combinations of hybrid fibres considered in this study. Additionally, an effort was made to develop a model to estimate the flexural strength of TGPC with hybrid fibres, and the predicted values were found satisfactorily with the test results.
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Più fonti

Tesi sul tema "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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3

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.
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.
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.
The report discusses the defects and environmental factors influencing the corrosion process. (Abstract shortened by UMI.)
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4

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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5

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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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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Abstract (sommario):
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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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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Abstract (sommario):
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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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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Abstract (sommario):
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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10

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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Abstract (sommario):
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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Più fonti

Libri sul tema "Flexural behaviour"

1

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

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2

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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3

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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6

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

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

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Capitoli di libri sul tema "Flexural behaviour"

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Vaguez, Ruby, e 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 e 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 e 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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Kretsis, G., F. L. Matthews, G. A. O. Davies e 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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Rasappagari, M. R. R., W. Karunasena e 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 e 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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Correia, Luís, Tiago Silva, José Sena-Cruz, Eduardo Pereira, Isabel Valente e Joaquim Barros. "Flexural Behaviour of Hybrid FRC-GFRP/PUR Sandwich Panels". In Lecture Notes in Civil Engineering, 2458–69. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-88166-5_213.

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Meng, Dan, C. K. Lee e Y. X. Zhang. "Flexural Behaviour of Reinforced Polyvinyl Alcohol-Engineered Cementitious Composite Beams". In Strain-Hardening Cement-Based Composites, 441–47. Dordrecht: Springer Netherlands, 2017. http://dx.doi.org/10.1007/978-94-024-1194-2_51.

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Pandey, Dinesh Chandra, Amit Goyal e R. Siva Chidambram. "Flexural Behaviour of Masonry Wall Strengthened with Waste PET Grid". In 5thWorld Congress on Disaster Management, 96–103. London: Routledge, 2022. http://dx.doi.org/10.4324/9781003341956-13.

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Kamath, Sakshi S., D. N. Punith, S. Preetham, S. N. Gautham, Janardhan, K. Lalith Yashwanth e Basavaraju Bennehalli. "Tensile and Flexural Behaviour of Areca Husk Fibre Reinforced Epoxy Composite". In Lecture Notes in Mechanical Engineering, 35–43. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5151-2_4.

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Atti di convegni sul tema "Flexural behaviour"

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Alnuaimi, A. S., A. Hago e 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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Sheehan, Therese, Xianghe Dai, Jie Yang, Kan Zhou e 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 e 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 e 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, e 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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"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 e 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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Rashid, Husham, e Hasan Mohammed. "Flexural Behaviour of Recycled Demolition Waste Reinforced Concrete Beams". In Proceedings of 2nd International Multi-Disciplinary Conference Theme: Integrated Sciences and Technologies, IMDC-IST 2021, 7-9 September 2021, Sakarya, Turkey. EAI, 2022. http://dx.doi.org/10.4108/eai.7-9-2021.2314922.

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Keerthana, K. "Effect of Loading Frequency on Flexural Fatigue Behaviour of Concrete". In 10th International Conference on Fracture Mechanics of Concrete and Concrete Structures. IA-FraMCoS, 2019. http://dx.doi.org/10.21012/fc10.233285.

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Mounica, Irrinki, S. A. Vengadesh Subramanian e N. Umamaheswari. "Flexural behaviour of composite rectangular steel beams filled with concrete". In PROCEEDINGS OF THE INTERNATIONAL CONFERENCE ON RECENT ADVANCES IN MANUFACTURING ENGINEERING RESEARCH 2021: ICRAMER 2021. AIP Publishing, 2022. http://dx.doi.org/10.1063/5.0096515.

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Rapporti di organizzazioni sul tema "Flexural behaviour"

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Ragalwar, Ketan, William Heard, Brett Williams, Dhanendra Kumar e Ravi Ranade. On enhancing the mechanical behavior of ultra-high performance concrete through multi-scale fiber reinforcement. Engineer Research and Development Center (U.S.), settembre 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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Al-Obaidi, Salam. Behavior of Reinforced Concrete Beams Retrofitted in Flexure Using CFRP-NSM Technique. Portland State University Library, gennaio 2000. http://dx.doi.org/10.15760/etd.2291.

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Andrawes, Bassem, Ernesto Perez Claros e Zige Zhang. Bond Characteristics and Experimental Behavior of Textured Epoxy-coated Rebars Used in Concrete Bridge Decks. Illinois Center for Transportation, gennaio 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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EFFICIENCY OF DIFFERENT CONNECTIONS ON THE BEHAVIOUR OF COLD-FORMED SINGLE-ANGLE STEEL MEMBERS CONNECTED THROUGH ONE LEGUNDER AXIAL LOADING. The Hong Kong Institute of Steel Construction, settembre 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.10.

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A detailed experimental program was performed using 36 cold-formed steel (CFS) single-angle column members attached by one leg was investigated subjected to axial compression loads. The key purpose of this research is to investigate the effect of slenderness ratio and different connection types on the load-carrying capacity of CFS angle sections under axial compression. The parameters investigated via the test program includes (a) angle sections with and without lipped profile, (b) sectional thicknesses (2 mm and 3mm), (c) slenderness ratios (λ = 20, 50, 80) from short to slender columns, and (d) type of connections i.e. two-bolt, three-bolt and welded connections. Results shown that the angle sections had a significant reduction in the load-carrying capacity when the slenderness ratio was increased from 20 to 80. Moreover, the mode of failure for short columns was changed from local buckling mode to combined local and flexural buckling for intermediate columns (λ = 50) and torsional-flexural buckling mode for long columns (λ = 80). Also, a detailed analytical study was carried out comparing the predictability of existing equations from different standards for angle sections under axial compression.
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ENERGY DISSIPATING MODES AND DESIGN RECOMMENDATION OF H-SHAPED STEEL BAFFLES SUBJECTED TO BOULDER IMPACT. The Hong Kong Institute of Steel Construction, dicembre 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.3.

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Flexible barriers are one of the most effective protective structures, which have been widely used for the mitigation of rockfalls. As the only compression members in a flexible barrier system, steel posts maintain the integrity of the interception structure to keep the function of the system. Due to the random trajectories of rockfalls, steel posts may be impacted by boulders directly. The impact scenario may result in the failure of the post and even the collapse of the system. In this paper, firstly, steel baffles were proposed to be an additional structural countermeasure to avoid the direct impact of posts. Secondly, numerical method was adopted to study the structural behaviour of steel baffles under direct boulder impact. Then, an available published experimental test of H-shaped steel beams under drop weight impact loading by others was back analyzed to calibrate the finite element model. Finally, numerical simulations were carried out to investigate the energy dissipating modes and energy dissipating efficiency of the H-shaped steel baffles. The simulation results show that there are three typical energy dissipating modes of H-shaped baffles subjected to boulder impact, namely flexural, local compression buckling and shear buckling. Local compression buckling is the most efficient energy dissipating mode. The thickness of the web of an H-shaped baffle is suggested to be 4 mm and 6 mm for the rated dissipating energy of 50 kJ and 100 kJ, respectively.
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EXPERIMENTAL STUDY ON BEHAVIOR OF THE GUSSET-PLATE JOINT OF ALUMINUM ALLOY PORTAL FRAME. The Hong Kong Institute of Steel Construction, agosto 2022. http://dx.doi.org/10.18057/icass2020.p.257.

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"The aluminum alloy portal frames are increasingly being used for lightweight building construction. This paper investigated the flexural behavior of the bolted gusset-plate joint applied in the beam-beam connection of aluminum alloy portal frames. Bending tests were conducted on 3 aluminum alloy bolted gusset-plate joints. The failure phenomenon indicated that the thin plate joint failed by the buckling of gusset plates, while the thick plate joint failed by the buckling of sleeves. The momentrotation curves showed that thickening the gusset plate can effectively prevent the buckling of gusset plates and increase the flexural capacity and bending stiffness of joints. In addition, the longitudinal spacing of bolts has a significant influence on the joint stiffness but has no obvious influence on the bearing capacity of the joint. The stress on the two gusset plates of the joint was uneven, which led to the decline of bearing performance of thin plate joints."
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BENDING MECHANICAL PROPERTIES OF STEEL–WELDED HOLLOW SPHERICAL JOINTS AT HIGH TEMPERATURES. The Hong Kong Institute of Steel Construction, agosto 2022. http://dx.doi.org/10.18057/icass2020.p.146.

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Spatial grid structure is a commonly used long–span structural form due to its various advantages, such as light weight, high strength, low construction cost, and simple construction. Steel–welded hollow spherical joints are widely applied in traditional spatial grid structures. Circular steel tube– and H–shaped steel–welded hollow spherical joints have been applied in practical engineering projects because of aesthetic appearance and structural stress requirements of modern spatial grid structures. Existing studies have mainly focused on the axial compression behaviors of steel–welded hollow spherical joints at high temperatures during fire disasters. However, few studies have discussed the bending mechanical properties of hollow and H–shaped steel–welded hollow spherical joints. This study conducted finite element analysis on the bending mechanical properties of circular steel tube– and H–shaped steel–welded hollow spherical joints at high temperatures. Influences of parameters including the sizes of welded hollow sphere and fashioned iron on the bending mechanical properties of welded hollow spherical joints were considered in the finite element analysis. Moreover, changes in the failure modes, flexural capacities, and flexural rigidities of circular steel tube– and H–shaped steel–welded hollow spherical joints with the increase in temperatures were analyzed. The fitting formulas of the ultimate bearing capacity and initial flexural rigidity of circular steel tube– and H–shaped steel–welded hollow spherical joints at high temperatures were proposed on the basis of parametric analysis.
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REVIEW OF VARIOUS SHEAR CONNECTORS IN COMPOSITE STRUCTURES. The Hong Kong Institute of Steel Construction, dicembre 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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EFFECTS OF THE NUMBERS OF STORIES AND SPANS ON THE COLLAPSE-RESISTANCE PERFORMANCE OF MULTI-STORY STEEL FRAME STRUCTURES WITH REDUCED BEAM SECTION CONNECTIONS. The Hong Kong Institute of Steel Construction, giugno 2022. http://dx.doi.org/10.18057/ijasc.2022.18.2.10.

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The progressive collapse of a building structure under an accidental load involves a relatively complex mechanical behavior. To date, the collapse of single-story beam-column assemblies has been investigated extensively, revealing the resistance development of beams during progressive collapse. However, few studies of the progressive collapse behavior of multi-story frame structures have performed a systematic analysis of the Vierendeel action (VA) at a comprehensive level. It is difficult to convert quantitative analysis results accurately from the component level to the overall structure level to evaluate the collapse resistances of structures. To investigate the effects of the numbers of stories and spans on the collapse resistances of steel frame structures, a refined numerical simulation study of a multi-story frame model with different numbers of stories and spans was performed. First, the correctness of the finite element modeling method was verified by the collapse test results of a single-story and two-story frame. Then, the finite element modeling method was applied to study the collapse resistances of multi-story frame structures with different stories and spans. The load–displacement response, internal force development, deformation characteristics, and resistance mechanisms were analyzed, and the contributions of the flexural and catenary mechanisms of each story were separated quantitatively. The results illustrated that the VA can improve the load-carrying capacity to a certain extent in the small deformation stage, but can also cause the frame structures to undergo progressive collapse from the failure story to the top story. The bearing capacity of the multi-story frame did not have a simple multiple relationship with the number of stories. Increasing the number of spans can improve the collapse resistance in the large deformation stage, which is more obvious when the number of stories is smaller, and this accelerates the upward transmission of the axial tension force among the stories, although this effect is minimal for frames with few stories.
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