Academic literature on the topic 'Tensile Reinforcement'
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Journal articles on the topic "Tensile Reinforcement"
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Hollý, Ivan, and Juraj Bilčík. "Effect of Chloride-Induced Steel Corrosion on Working Life of Concrete Structures." Solid State Phenomena 272 (February 2018): 226–31. http://dx.doi.org/10.4028/www.scientific.net/ssp.272.226.
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The reinforcing steel embedded in concrete is generally protected against corrosion by the high alkalinity (pH = 12.5 to 13.5) of the concrete pore solution. The structural degradation of concrete structures due to reinforcement’s corrosion has an impact on the safety, serviceability and durability of the structure. The corrosion of reinforcements in the construction of a transport infrastructure (especially bridges), parking areas, etc., is primarily initiated by chlorides from de-icing salts. When corrosion is initiated, active corrosion results in a volumetric expansion of the corrosion products around the reinforcing bars against the surrounding concrete. Reinforcement corrosion causes a volume increase due to the oxidation of metallic iron, which is mainly responsible for exerting the expansive radial pressure at the steel–concrete interface and development of hoop tensile stresses in the surrounding concrete. When this tensile stress exceeds the tensile strength of the concrete, cracks are generated. Higher corrosion rates can lead to the cracking and spalling of the concrete cover. Continued corrosion of reinforcement causes a reduction of total loss of bond between concrete and reinforcement.
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Zeng, Ding, Hong Yu Lu, Bao Hong Hao, Hao Zheng Yu, and Yu Mi. "Experimental Study and Mechanism on the Corrosion of Stressed Reinforcement Bars." Key Engineering Materials 837 (April 2020): 109–15. http://dx.doi.org/10.4028/www.scientific.net/kem.837.109.
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In order to understand the influence of the tensile stress on the corrosion of reinforcement bars in civil engineering, the reinforcement bars specimens were put into the liquid corrosion tank made of hydrochloric acid and distilled water by applying the tension stress on the reinforcing frame to carry out rapid corrosion. The corrosion of reinforcement bars under different tension stresses was tested by using electrochemical polarization method. The metallographic examination of reinforcement bars was carried out through the section of reinforcement bars. The corrosion mechanism of the stressed reinforcement bar was tested and analyzed. It can be known from the experimental study: First in the same corrosion condition, the larger the tensile stress is, the faster the corrosion of steel bar will be; Second corrosion current density or corrosion rate are index for evaluating corrosion rate of reinforcement bars with different tensile stresses. Corrosion potential can not be used as an index for evaluating corrosion rate of reinforcement bars with different tensile stresses; Third intercrystalline corrosion occurs inside the reinforcement bar due to micro-defects after rolling and moulding, which directly affects the mechanical properties of reinforcement bar.
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Seo, Soo Yeon, Seung Joe Yoon, and Sang Koo Kim. "Tensile Capacity of Mechanical Bar Connection Corresponding to Detail of Screw on Bar Surface for Construction." Applied Mechanics and Materials 236-237 (November 2012): 693–96. http://dx.doi.org/10.4028/www.scientific.net/amm.236-237.693.
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This study is intended to investigate the performance depending on the screw type at the end part of reinforcement in the mechanical connection of high strength reinforcement with screws. Three types of mechanical connection were designed and tensile test was performed for those. The results presented that, although the end part of reinforcement was processed with screws, the reinforcement’s yield and tensile strength sufficiently appeared. But, its plastic deformation capacity after yielding fell 17~26% more than reinforcement.
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Salys, Donatas, Gintaris Kaklauskas, and Viktor Gribniak. "MODELLING DEFORMATION BEHAVIOUR OF RC BEAMS ATTRIBUTING TENSION-STIFFENING TO TENSILE REINFORCEMENT." Engineering Structures and Technologies 1, no. 3 (September 30, 2009): 141–47. http://dx.doi.org/10.3846/skt.2009.17.
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After cracking, the stiffness of the member along its length varies, which makes the calculation of deformations complicated. In a cracked member, stiffness is largest in the section within the uncracked region while remains smallest in the cracked section. This is because in the cracked section, tensile concrete does not contribute to the load carrying mechanism. However, at intermediate sections between adjacent cracks, concrete around reinforcement retains some tensile force due to the bond-action that effectively stiffens member response and reduces deflections. This effect is known as tension-stiffening. This paper discusses the tension-stiffening effect in reinforced concrete (RC) beams. Numerical modelling uses the approach based on tension-stiffening attributed to tensile reinforcement. A material model of reinforced steel has been developed by inverse analysis using the moment-curvature diagrams of RC beams. Total stresses in tensile reinforcement consist of actual stresses corresponding to the average strain of the steel and additional stresses due to tension-stiffening. The carried out analysis employed experimental data on RC beams tested by the authors. The beams had a constant cross section but a different amount of tensile reinforcement. It has been shown that additional (tension-stiffening) stresses in the steel depend on the area of reinforcement. However, the resulting internal forces are less dependent on the amount of reinforcement.
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Palmeira, Ennio, José Melchior Filho, and Ewerton Fonseca. "An evaluation of reinforcement mechanical damages in geosynthetic reinforced piled embankments." Soils and Rocks 45, no. 3 (July 9, 2022): 1–15. http://dx.doi.org/10.28927/sr.2022.000522.
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The use of geosynthetic reinforcement in piled embankments over soft soils is an effective solution for the reduction of settlements and to increase the embankment stability. The most efficient position for the reinforcement layer is on the pile cap or head. However, a direct contact of the reinforcement with sharp edges may damage it, compromising its efficiency to transfer loads to the piles. This paper investigates the possibility of mechanical damages in geosynthetic reinforcements on pile caps by large scale laboratory tests. Tests with and without pieces of nonwoven geotextile protective layer between the caps and the reinforcements were executed. Wide strip tensile tests were performed on exhumed reinforcement specimens after the tests to assess tensile strength and stiffness variations. A statistical analysis of the results shows reductions in tensile strength of unprotected reinforcement layers of up to 28%. A mechanical damage index is introduced and its correlation with calculated reduction factors is investigated. The use of a piece of a thick geotextile layer to protect the reinforcement against mechanical damage can be effective. However, the geotextile product must be properly specified and installed with due care.
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Park, Kyungho, Daehyeon Kim, Jongbeom Park, and Hyunho Na. "The Determination of Pullout Parameters for Sand with a Geogrid." Applied Sciences 11, no. 1 (December 31, 2020): 355. http://dx.doi.org/10.3390/app11010355.
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The concept of designing mechanically stabilized earth (MSE) walls is divided into internal and external stability review methods, and one of the design factors required in internal stability analysis is the frictional characteristics between soil and geogrids for civil engineering applications. Typical methods for evaluating the frictional characteristics between soil and geogrids include the direct shear test and pullout test. It is desirable to apply the pullout test to geogrid reinforcements for pulling out geogrids embedded in soil, to measure both the surface-frictional force and passive resistance at the same time. Pullout parameters can be significantly affected by confining the stress and tensile strength of reinforcements. In general, the pullout parameters tend to be overestimated for low confining stresses in the pullout test, and underestimated for high confining stresses. Therefore, to address these issues, this study aims to evaluate the influence of the confining stress and the tensile strength of a geogrid reinforcement in the pullout test, and to propose a reasonable method for obtaining practical pullout parameters. Based on the pullout tests, the maximum pullout force depending on the tensile strength of the geogrid reinforcement was measured for one-third of the reinforcement tensile strength, and it was ruptured when pullout force greater than the maximum pullout force was exerted. Furthermore, it was observed that, in the reinforcement pullout test, pullout force was measured in the whole area of the reinforcement at a confining stress smaller than one-half of the tensile strength of the grid. As a result, the effective confining stress method considering only the confining stress at which the reinforcement is fully pulled out to develop the pullout characteristics can be a practical method for obtaining pullout parameters without regard to the reinforcement tensile strength.
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Darwis, Mardis, Rudy Djamaluddin, Rita Irmawaty, and Astiah Amir. "Analisis Pola Kegagalan Balok Sistem Rangka dengan Perkuatan di Daerah Tumpuan." Jurnal Penelitian Enjiniring 24, no. 1 (October 26, 2020): 17–23. http://dx.doi.org/10.25042/jpe.052020.03.
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The previous research of using truss system reinforcement in the beam without concrete (BTR) in the tension zone causes a decrease in flexural capacity due to the failure in the area near the support. Therefore, it is necessary to add tensile reinforcement in the support zone. This study aims to analyze the ultimate capacity of the truss system concrete beam strengthened with tensile reinforcement and to analyze the effect of tensile reinforcement in support zone due to crack pattern. This study was conducted experimentally in the laboratory. The dimension of truss reinforced concrete specimens are 15 cm x 20 cm x 330 cm that added tensile reinforcement with three types of length, they are BTRP 40D, BTRP 50D, and BTRP 60D, where D (13 mm) is diameter of tensile reinforcement. The flexural test is carried out by monotonic static loading. The results showed that tensile reinforcement in BTRP 40D was not able to carry the ultimate capacity due to premature failure in the support zone. while BTRP 50D and BTRP 60D specimens can enhance the ultimate capacity without facing premature failure in the support zone. The tensile reinforcement of 60D has the highest ultimate capacity because it can carry the biggest loads and minimum crack pattern.
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Tarrés, Oliver-Ortega, Espinach, Mutjé, Delgado-Aguilar, and Méndez. "Determination of Mean Intrinsic Flexural Strength and Coupling Factor of Natural Fiber Reinforcement in Polylactic Acid Biocomposites." Polymers 11, no. 11 (October 23, 2019): 1736. http://dx.doi.org/10.3390/polym11111736.
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This paper is focused on the flexural properties of bleached kraft softwood fibers, bio-based, biodegradable, and a globally available reinforcement commonly used in papermaking, of reinforced polylactic acid (PLA) composites. The matrix, polylactic acid, is also a bio-based and biodegradable polymer. Flexural properties of composites incorporating percentages of reinforcement ranging from 15 to 30 wt % were measured and discussed. Another objective was to evaluate the strength of the interface between the matrix and the reinforcements, using the rule of mixtures to determine the coupling factor. Nonetheless, this rule of mixtures presents two unknowns, the coupling factor and the intrinsic flexural strength of the reinforcement. Hence, applying a ratio between the tensile and flexural intrinsic strengths and a defined fiber tensile and flexural strength factors, derived from the rule of mixtures is proposed. The literature lacks a precise evaluation of the intrinsic tensile strength of the reinforcements. In order to obtain such intrinsic tensile strength, we used the Kelly and Tyson modified equation as well as the solution provided by Bowyer and Bader. Finally, we were able to characterize the intrinsic flexural strengths of the fibers when used as reinforcement of polylactic acid.
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Vlach, Tomáš, Magdaléna Novotná, Ctislav Fiala, Lenka Laiblová, and Petr Hájek. "Cohesion of Composite Reinforcement Produced from Rovings with High Performance Concrete." Applied Mechanics and Materials 732 (February 2015): 397–402. http://dx.doi.org/10.4028/www.scientific.net/amm.732.397.
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The reinforcement of concrete with composite technical textile creates a tensile load-bearing capacity. It allows the elimination of steel reinforcement and minimisation of concrete cover. Based on this, the concrete cover is designed with respect to the cohesion of reinforcement with concrete. By using of textile reinforcement very thin structures could be created. The aim of this paper was to determine the interaction conditions of carbon and basalt composite reinforcement in a matrix of epoxy resin with high performance concrete (HPC). The tensile strength of used composite reinforcement and the other mechanical parameters of HPC were determined by experimental tests. Experiments copied the production method of technical textiles. These two combinations of materials present the influence on the design of the structures with textile reinforcements.
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ARIDIANSYAH, AHMARETA, Nawir Rasidi, and Sitti Safiatus Riskijah. "PERENCANAAN STRUKTUR GEDUNG ATTIC SHOWROOM MALANG." Jurnal JOS-MRK 2, no. 3 (September 20, 2021): 188–94. http://dx.doi.org/10.55404/jos-mrk.2021.02.03.188-194.
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The purpose of this paper is to plan the upper and lower structures using reinforced concrete and their construction costs. Analysis of structural planning uses the help of the Robot Structural Analysis Professional (RSAP) 2018 application. Calculation of concrete structures refers to SNI 2847-2019, earthquake calculations refer to SNI 1726-2019, and calculation of costs refers to Permen PUPR Number 28 of 2016. From the calculation, the results are obtained. : 1) 160 mm thick roof with support and field reinforcement using D13-200 and dividing reinforcement using D10 - 220, 160 mm thick floor plate with support and field reinforcement using D16 - 180 and dividing reinforcement using D10 - 220. The beam extends 20x30 cm by using 4D16 tensile support reinforcement and 2D16 tension support, 3D16 tensile bearing reinforcement and 2D16 compressive field reinforcement. Transverse beam 40x60 cm by using tensile support reinforcement 7D16 and pressure support 4D16, reinforcement for tensile field 5D16 and field for compression 3D16. Column 40x40 cm uses the main reinforcement 8D19 and shear reinforcement D10 - 100. The ladder is 120 mm thick using support and field reinforcement D10 - 225 and reinforcement using D10 - 250.2) The foundation uses 4 D40 piles with 8D19 main reinforcement and D10 shear reinforcement - 30, and pilecap dimensions 1.7x1.7x0.5 m using the top and bottom reinforcement D19–150. And 3) Budget Plan (RAB) for structural work of Rp. 16.378.000.000,00.
Dissertations / Theses on the topic "Tensile Reinforcement"
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Demerdash, Magdy Adel. "An experimental study of piled embankments incorporating geosynthetic basal reinforcement." Thesis, University of Newcastle Upon Tyne, 1996. http://hdl.handle.net/10443/309.
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Basal reinforcement along with individually capped foundation piles is used in cases where both embankment stability and surface settlement control are required. The technique has been utilised to prevent differential settlement between new embankment construction over soft soil and an existing embankment where settlement has ceased. The piled embankment solution is also adopted to prevent differential settlement between an approach embankment constructed over soft soil and the piled foundations of a bridge abutment. The study was conducted to investigate the behaviour of an idealised piled embankment incorporating basal geosynthetic reinforcement. Three-dimensional model tests at self-weight conditions were carried out to evaluate the effect of some of the factors affecting the arching mechanism and the development of surface settlement in piled embankments. The physical model was designed to represent a square grid of individually capped piles centrally located within an embankment. Three different pile cap sizes and four different geosynthetic materials were employed in the experimental study. A movable base supported on hydraulically operated jacks was used to model the soft ground. The use of a movable base permitted the simulation of a worst case scenario in which the soft ground was not involved in the load sharing mechanism. The experimental results indicated the existence of two modes of behaviour pertaining to a shallow and deep mechanism. The piled embankment geometry represented by a combination of height of fill, pile cap size and spacing was found to govern the mode of behaviour. The arching mechanism in the fill was found to be mobilised at a relatively small reinforcement deflection which supported the adoption of the two step approach utilised in designing the basal reinforcement. The circular and parabolic arc geometries were found to be adequate in describing the deflected shape of the reinforcement. The use a modified flexible cable formulation to describe the loaddeflection response of the reinforcement was found to be in good agreement with the experimental results. In addition, the validity of a number of current methods and recommendations relating to the design of piled embankments was addressed. A numerical study was undertaken using FLAC, a plane strain finite difference based programme. The calculated and measured results were compared to assess the suitability of modelling piled embankment behaviour using the finite difference programme. A parametric study was conducted to investigate the role of the basal reinforcement in the load transfer mechanism and in the prevention of surface settlement. The embankment geometry was identified as the significant factor influencing the reduction in differential settlement. A surface settlement mechanism was established based on results of the parametric study.
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Nokhasteh, Mohammad-Ali. "Corrosion damaged reinforced concrete beams with debonded tensile span reinforcement." Thesis, University College London (University of London), 1994. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.294542.
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Ostrofsky, David. "Effects of corrosion on steel reinforcement." [Tampa, Fla.] : University of South Florida, 2007. http://purl.fcla.edu/usf/dc/et/SFE0002258.
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Bertolla, Luca. "Mechanical Reinforcement of Bioglass®-Based Scaffolds." Doctoral thesis, Vysoké učení technické v Brně. Fakulta strojního inženýrství, 2015. http://www.nusl.cz/ntk/nusl-234586.
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Bioactive glasses exhibit unique characteristics as a material for bone tissue engineering. Unfortunately, their extensive application for the repair of load-bearing bone defects is still limited by low mechanical strength and fracture toughness. The main aim of this work was two-fold: the reinforcement of brittle Bioglass®-based porous scaffolds and the production of bulk Bioglass® samples exhibiting enhanced mechanical properties. For the first task, scaffolds were coated by composite coating constituted by polyvinyl alcohol (PVA) and microfibrillated cellulose (MFC). The addition of PVA/MFC coating led to a 10 fold increase of compressive strength and a 20 fold increase of tensile strength in comparison with non-coated scaffolds. SEM observations of broken struts surfaces proved the reinforcing and toughening mechanism of the composite coating which was ascribed to crack bridging and fracture of cellulose fibrils. The mechanical properties of the coating material were investigated by tensile testing of PVA/MFC stand–alone specimens. The stirring time of the PVA/MFC solution came out as a crucial parameter in order to achieve a more homogeneous dispersion of the fibres and consequently enhanced strength and stiffness. Numerical simulation of a PVA coated Bioglass® strut revealed the infiltration depth of the coating until the crack tip as the most effective criterion for the struts strengthening. Contact angle and linear viscosity measurements of PVA/MFC solutions showed that MFC causes a reduction in contact angle and a drastic increase in viscosity, indicating that a balance between these opposing effects must be achieved. Concerning the production of bulk samples, conventional furnace and spark plasma sintering technique was used. Spark plasma sintering performed without the assistance of mechanical pressure and at heating rates ranging from 100 to 300°C /min led to a material having density close to theoretical one and fracture toughness nearly 4 times higher in comparison with conventional sintering. Fractographic analysis revealed the crack deflection as the main toughening mechanisms acting in the bulk Bioglass®. Time–dependent crack healing process was also observed. The further investigation on the non-equilibrium phases crystallized is required. All obtained results are discussed in detail and general recommendations for scaffolds with enhanced mechanical resistance are served.
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Peled, Alva, Zvi Cohen, Steffen Janetzko, and Thomas Gries. "Hybrid Fabrics as Cement Matrix Reinforcement." Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2011. http://nbn-resolving.de/urn:nbn:de:bsz:14-qucosa-77694.
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Hybrid systems with two or more fiber materials were used to combine the benefits of each fiber into a single composite product. Strength and toughness optimization of hybrid thin sheet composites has been studied extensively using combination of different fiber types with low and high modulus of elasticity. Hybrid reinforcement is more significant when the reinforcing structure is in fabric geometry. Fabric structure provides full control on the exact location of each yarn and its orientation in the composite during production, thus maximizes the reinforcing efficiency. A high-strength, high-modulus fiber primarily tends to increase the composite strength with nominal improvements in toughness. A low-modulus fiber expected to mainly improve toughness and ductility. Combination of two or more types of fiber can produce a composite that is both strong and tough as compared to a mono fiber composite. The purpose of the current work was to study hybrid warp knitted fabrics as reinforcement for cementbased composite, having AR (Alkali Resistance) glass and Polypropylene (PP) as the reinforcing yarns. The examined ratios between the two different yarns were 0:100, 25:75, 50:50, 75:25, 100:0 (glass: PP, by percentage). It was found that in the hybrid system, the fracture mechanism is a superposition of the mono systems, and the tensile behavior is a combination between the two materials.
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DeYoung, Kenneth Lee. "Flexure shear response in fatigue of fiber reinforced concrete beams with FRP tensile reinforcement." Diss., Columbia, Mo. : University of Missouri-Columbia, 2007. http://hdl.handle.net/10355/4894.
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Thesis (M.S.)--University of Missouri-Columbia, 2007.The entire dissertation/thesis text is included in the research.pdf file; the official abstract appears in the short.pdf file (which also appears in the research.pdf); a non-technical general description, or public abstract, appears in the public.pdf file. Title from title screen of research.pdf file (viewed on March 24, 2008) Includes bibliographical references.
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Brown, Adrian D. "The use of carbon fibre reinforced cement as tensile reinforcement for concrete structural elements." Thesis, University of Bath, 1987. https://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.287533.
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Suncar, Oscar Ernesto. "Pullout and Tensile Behavior of Crimped Steel Reinforcement for Mechanically Stabilized Earth (MSE) Walls." DigitalCommons@USU, 2010. https://digitalcommons.usu.edu/etd/566.
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Many research studies made on hundreds of MSE walls have shown that in order to get lower values of lateral earth pressure coefficients from an active condition on the backfill soil, thus lower exerted loads and stresses on the reinforcement, the wall needs to yield. This is typical of extensible polymer-based wall systems, such as geosynthetics. Steel systems, on the other hand, are very rigid and do not allow enough deformation on the wall to generate the active condition. For this research, steel reinforcement for MSE walls that behaves similar to geosynthetics was developed. This was done by using crimps on steel bars that would allow the wall to deform as the crimps straighten. A pullout box was designed and constructed, where tensile and pullout tests were performed on the crimped reinforcement. Different crimp geometries on different bar diameters were tested under a range of confining pressures. From this, force-displacement curves were developed for these crimp geometries that could be used to predict deflections on walls with crimped reinforcement. In addition, the pullout resistance of the crimps in the straighten process was evaluated. This way, the crimps would not only be used to allow the wall to yield, but also as a pullout resistance mechanism. The pullout resistances per crimp for different tensions on the crimp and under a range of overburden pressures were evaluated. By combining the pullout resistance of the crimps and the force-displacement curves, a new internal stability design method was introduced where crimped reinforcement is used to resist both pullout and rupture failure. Also presented here are the pullout resistances of round bars with improved deformations of different diameters. These were found to have the same pullout resistance of square deformed bars with the same cross-sectional area. Round bars are preferred over square bars because they are more corrosion resistant and have longer design life.
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Węcławski, Bartosz Tomasz. "The potential of bast natural fibres as reinforcement for polymeric composite materials in building applications." Thesis, Brunel University, 2015. http://bura.brunel.ac.uk/handle/2438/11670.
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Natural fibre composites (NFCs), which are polymers reinforced with cellulosic bast fibres, have the potential to be applied into a range of building products. They are seen as an alternative to glass fibre reinforced plastics (GFRP) in some applications, because of natural fibres (NF) relatively high strength and low density. Moreover, natural fibres have a set of beneficial traits, such as thermal insulation, thermal stability, biodegradability, and are inherently renewable. Those characteristics are of importance when NF are used as reinforcements in polymer composites, but developments in mechanical performance, reliability and economic viability are still required in order to be adopted fully by industry. The goal of this thesis was the development of a processing methodology for NFC laminate and subsequent material characterisation to assess the developed material suitability for building applications. Research objectives included materials selection, processing route development for laminates and tubes, manufacture of NFC laminates and analysis of mechanical properties in order to find an optimal composition. Hemp and flax fibres were selected as the reinforcement, because both have high mechanical properties and are important bast fibre crops in the European region with established cultivation and processing methods. As a matrix, fossil-fuel based and partially bio-derived thermoset resin systems were used. Handling and processing methodologies were developed for laminates and composite tubes based on filament winding and compression moulding techniques. The effects of the selected factors, namely material composition, volume fraction, processing parameters, reinforcement linear density, yarn twist, lamination sequence, yarn waviness and hybrid hemp-wool reinforcement were subsequently described in mechanical properties analysis of laminates. The influence of weathering conditions on the mechanical performance of the NFCs was examined. Furthermore, a study of NFC tubes under compression was performed. Results showed that the developed laminates reinforced with NF yarns have sufficient mechanical properties to be utilised in sandwich panels and/or tubes. However, a low resistance to moisture-related weathering restricts the developed NFCs for indoor applications.
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Gong, Ting. "Tensile behavior of high-performance cement-based composites with hybrid reinforcement subjected to quasi-static and impact loading." Technische Universität Dresden, 2020. https://tud.qucosa.de/id/qucosa%3A73914.
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Hochduktile Betone (Engl.: Strain-Hardening Cement-based Composites – SHCC) und Textilbetone (engl.: Textile Reinforced Concrete – TRC) sind zwei neuartige Faserbetone, die ein duktiles und dehnungsverfestigendes Zugverhalten aufweisen. SHCC bestehen aus feinkörnigen Zementmatrizen und kurzen Hochleistungspolymerfasern, während TRC eine Kombination aus feinkörnigen Zementmatrizen und kontinuierlichen zwei- oder dreidimensionalen Textilschichten darstellt. Letztere bestehen aus Multifilamentgarnen aus Kohlenstoff, alkalibeständigem Glas oder Polymerfasern. Die hohe elastische Verformbarkeit beider Verbundwerkstoffe bis zum Erreichen der Zugfestigkeit entsteht aus der sukzessiven Bildung multipler feiner Risse. Neben der hervorragenden Risskontrolle und Duktilität weisen diese Verbundwerkstoffe ein hohes Energieabsorptionsvermögen auf, was in Bezug auf kurzzeitdynamische Belastungen eine durchaus erstrebenswerte Eigenschaft darstellt.
Obwohl SHCC eine höhere Dehnungskapazität als herkömmliche TRC zeigen, weisen die Textilbetone eine erheblich höhere Zugfestigkeit auf. Darüber hinaus besitzen die textilbewehrten Betone deutlich niedrigere Einflüsse von Anwendungstechnologie und Maßstab auf das Zugverhalten, d. h. eine bessere Robustheit. Daher stellt die Kombination dieser beiden Bewehrungskonzepte einen vielversprechenden Ansatz dar. Während die Kurzfasern für eine bessere Risskontrolle und Erstrissfestigkeit sorgen, sichern die Textilgelege eine hohe Zugfestigkeit sowie Steifigkeit im gerissenen Zustand und eine gleichmäßige Verteilung der Kräfte in der Verstärkungsschicht bzw. im Bauteil. Dieser synergetische Effekt kann jedoch nur durch eine zielgerichtete Materialentwicklung erreicht werden, die eine grundlegende Materialcharakterisierung unter verschiedenen Belastungsszenarien erfordert.
Im Rahmen des DFG-finanzierten Graduiertenkollegs GRK 2250 „Impaktsicherheit von Baukonstruktionen durch mineralisch gebundene Komposite“ werden duktile und Impakt resistente Komposite entwickelt, charakterisiert und erprobt, die als dünne Verstärkungsschichten auf bestehende Konstruktionen bzw. Bauelemente aufgetragen werden und dadurch deren Widerstandsfähigkeit und Resilienz gegen extreme kurzzeitdynamische Beanspruchungen signifikant erhöhen. Die in der vorliegenden Arbeit vorgestellten Ergebnisse wurden im Rahmen des A3-Projektes innerhalb des GRK 2250/1 erzielt. Ziel dieser Arbeit war es, die grundlegenden mechanischen Eigenschaften und die Dehnratenabhängigkeit von mineralisch gebundenen Kompositen mit hybrider Faserbewehrung zu erfassen und zu beschreiben. Das Forschungskonzept besteht aus systematischen und parametrischen Untersuchungen der einzelnen Komponenten (Faser, Textil, zementgebundene Matrix), ihres Verbundes und der entsprechenden Verbundwerkstoffe. Hierfür wurden zweckbestimmte Prüfkonfigurationen und dreidimensionale Messverfahren angewandt, die in anderen Projekten des GRK 2250/1 entwickelt wurden. Außer uniaxialen, quasistatischen und dynamischen Zugversuchen wurden quasistatische und dynamische Einzelgarnauszugsversuche durchgeführt. Die wichtigsten untersuchten Materialparameter waren die Art der Kurzfaserbewehrung und der Textilien (Material, geometrische und Oberflächeneigenschaften, Art der Tränkung usw.).
Auf Basis der mechanischen Experimente wurde ein analytisches Modell eingesetzt und angepasst, dass das Zugverhalten solcher Komposite in Abhängigkeit von verschiedenen Materialparametern abbilden soll.
Zusätzlich zu der detaillierten Beschreibung der Materialeigenschaften, der maßgebenden Mechanismen und synergetischen Effekte bilden die erzielten Ergebnisse eine umfangreiche experimentelle Basis für eine empirische und Modell gestützte Weiterentwicklung und Optimierung dieser Verbundwerkstoffe mit Hinblick auf wirtschaftliche und ökonomische Aspekte.Strain-hardening cement-based composites (SHCC) and textile-reinforced concrete (TRC) are two novel types of fiber-reinforced cementitious composites that exhibit ductile, strain-hardening tensile behavior. SHCC comprises fine-grained cementitious matrices and short, high-performance polymer fiber, while TRC is a combination of a fine-grained, cementitious matrix and continuous two- or three- dimensional textile layers of multi-filament yarns, usually made of carbon or alkali-resistant glass. Both composites yield high inelastic deformations in a strain-hardening phase due to the successive formation of multiple fine cracks. Such cracking behavior stands for high energy absorption of the composites when exposed to extreme loading, without abrupt loss of load-bearing capacity. In comparative terms, SHCC shows superior strain capacity, while TRC yields considerably higher tensile strength. The addition of short fibers strengthens the matrix by efficiently restraining the micro-cracks’ growth and reducing spallation, while the textile reinforcement ensures a secure confinement of the reinforced concrete element (substrate to be strengthened), as well as a favorable stress distribution. The combination of SHCC and textile reinforcement is expected to deliver high tensile strength and stiffness in the strain-hardening stage along with pronounced multiple cracking. In order to achieve a favorable synergetic effect, a purposeful material design is required based on a clear understanding of the mechanical interactions in the composites. In the framework of the DFG Research Training Group GRK 2250, which aims at enhancing structural impact safety through thin strengthening layers made of high-performance mineral-based composites, this work focuses on developing hybrid fiber-reinforced cementitious materials to be applied on the impact rear side. The development concept builds upon a systematic investigation of various aspects of the mechanical behaviors of SHCC and textile at quasi-static and impact strain rates, including the bond properties of fiber to matrix and textile to matrix. Accordingly, uniaxial quasi-static tension tests were first performed on SHCC, bare textile, and hybrid-reinforced composite specimens. The parameters under investigation were types of short fiber and textile reinforcements, reinforcing the ratio for textile as well as bond properties between textile and the surrounding SHCC. Furthermore, impact tension tests were performed to study the strain rate effect on the synergetic composite response. Finally, single-yarn pull-out tests were carried out under both quasi-static and impact loading rates to supplement the comparative assessment of the hybrid fiber-reinforced composites. These tests yielded shear strength-related parameters for quantifying the bond properties of different materials, which were then used as input of the analytical model developed to describe the mechanics of crack propagation and tension stiffening effect of textile-reinforced composites without short fibers. This model is the first step towards a comprehensive analytical description of the tensile behavior of hybrid fiber-reinforced composites based on the experimental data and input parameters attained through the work at hand.
Books on the topic "Tensile Reinforcement"
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Keller, Thomas. Use of fibre reinforced polymers in bridge construction. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2003. http://dx.doi.org/10.2749/sed007.
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<p>The aim of the present Structural Engineering Document, a state-of-the-art report, is to review the progress made worldwide in the use of fibre reinforced polymers as structural components in bridges until the end of the year 2000.<p> Due to their advantageous material properties such as high specific strength, a large tolerance for frost and de-icing salts and, furthermore, short installation times with minimum traffic interference, fibre reinforced polymers have matured to become valuable alternative building materials for bridge structures. Today, fibre reinforced polymers are manufactured industrially to semi-finished products and ccimplete structural components, which can be easily and quickly installed or erected on site.<p> Examples of semi-finished products and structural components available are flexible tension elements, profiles stiff in bending and sandwich panels. As tension elements, especially for the purpose of strengthening, strips and sheets are available, as weil as reinforcing bars for concrete reinforcement and prestressing members for internal prestressing or external use. Profiles are available for beams and columns, and sandwich constructions especially for bridge decks. During the manufacture of the structural components fibre-optic sensors for continuous monitoring can be integrated in the materials. Adhesives are being used more and more for joining components.<p> Fibre reinforced polymers have been used in bridge construction since the mid-1980s, mostly for the strengthening of existing structures, and increasingly since the mid-1990s as pilot projects for new structures. In the case of new structures, three basic types of applications can be distinguished: concrete reinforcement, new hybrid structures in combination with traditional construction materials, and all-composite applications, in which the new materials are used exclusively.<p> This Structural Engineering Document also includes application and research recommendations with particular reference to Switzerland.<p> This book is aimed at both students and practising engineers, working in the field of fibre reinforced polymers, bridge design, construction, repair and strengthening.
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In-plane reinforcement and tensile membrane stress effects on punching shear resistance: An experimental and analytical investigation. Ottawa: National Library of Canada, 1990.
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Zydroń, Tymoteusz. Wpływ systemów korzeniowych wybranych gatunków drzew na przyrost wytrzymałości gruntu na ścinanie. Publishing House of the University of Agriculture in Krakow, 2019. http://dx.doi.org/10.15576/978-83-66602-46-5.
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The aim of the paper was to determine the influence of root systems of chosen tree species found in the Polish Flysch Carpathians on the increase of soil shear strength (root cohesion) in terms of slope stability. The paper's goal was achieved through comprehensive tests on root systems of eight relatively common in the Polish Flysch Carpathians tree species. The tests that were carried out included field work, laboratory work and analytical calculations. As part of the field work, the root area ratio (A IA) of the roots was determined using the method of profiling the walls of the trench at a distance of about 1.0 m from the tree trunk. The width of the. trenches was about 1.0 m, and their depth depended on the ground conditions and ranged from 0.6 to 1.0 m below the ground level. After preparing the walls of the trench, the profile was divided into vertical layers with a height of 0.1 m, within which root diameters were measured. Roots with diameters from 1 to 10 mm were taken into consideration in root area ratio calculations in accordance with the generally accepted methodology for this type of tests. These measurements were made in Biegnik (silver fir), Ropica Polska (silver birch, black locust) and Szymbark (silver birch, European beech, European hornbeam, silver fir, sycamore maple, Scots pine, European spruce) located near Gorlice (The Low Beskids) in areas with unplanned forest management. In case of each tested tree species the samples of roots were taken, transported to the laboratory and then saturated with water for at least one day. Before testing the samples were obtained from the water and stretched in a. tensile testing machine in order to determine their tensile strength and flexibility. In general, over 2200 root samples were tested. The results of tests on root area ratio of root systems and their tensile strength were used to determine the value of increase in shear strength of the soils, called root cohesion. To this purpose a classic Wu-Waldron calculation model was used as well as two types of bundle models, the so called static model (Fiber Bundle Model — FIRM, FBM2, FBM3) and the deformation model (Root Bundle Model— RBM1, RBM2, mRBM1) that differ in terms of the assumptions concerning the way the tensile force is distributed to the roots as well as the range of parameters taken into account during calculations. The stability analysis of 8 landslides in forest areas of Cicikowicleie and Wignickie Foothills was a form of verification of relevance of the obtained calculation results. The results of tests on root area ratio in the profile showed that, as expected, the number of roots in the soil profile and their ApIA values are very variable. It was shown that the values of the root area ratio of the tested tree species with a diameter 1-10 ram are a maximum of 0.8% close to the surface of the ground and they decrease along with the depth reaching the values at least one order of magnitude lower than close to the surface at the depth 0.5-1.0 m below the ground level. Average values of the root area ratio within the soil profile were from 0.05 to 0.13% adequately for Scots pine and European beech. The measured values of the root area ratio are relatively low in relation to the values of this parameter given in literature, which is probably connected with great cohesiveness of the soils and the fact that there were a lot of rock fragments in the soil, where the tests were carried out. Calculation results of the Gale-Grigal function indicate that a distribution of roots in the soil profile is similar for the tested species, apart from the silver fir from Bie§nik and European hornbeam. Considering the number of roots, their distribution in the soil profile and the root area ratio it appears that — considering slope stability — the root systems of European beech and black locust are the most optimal, which coincides with tests results given in literature. The results of tensile strength tests showed that the roots of the tested tree species have different tensile strength. The roots of European beech and European hornbeam had high tensile strength, whereas the roots of conifers and silver birch in deciduous trees — low. The analysis of test results also showed that the roots of the studied tree species are characterized by high variability of mechanical properties. The values Of shear strength increase are mainly related to the number and size (diameter) of the roots in the soil profile as well as their tensile strength and pullout resistance, although they can also result from the used calculation method (calculation model). The tests showed that the distribution of roots in the soil and their tensile strength are characterized by large variability, which allows the conclusion that using typical geotechnical calculations, which take into consideration the role of root systems is exposed to a high risk of overestimating their influence on the soil reinforcement. hence, while determining or assuming the increase in shear strength of soil reinforced with roots (root cohesion) for design calculations, a conservative (careful) approach that includes the most unfavourable values of this parameter should be used. Tests showed that the values of shear strength increase of the soil reinforced with roots calculated using Wu-Waldron model in extreme cases are three times higher than the values calculated using bundle models. In general, the most conservative calculation results of the shear strength increase were obtained using deformation bundle models: RBM2 (RBMw) or mRBM1. RBM2 model considers the variability of strength characteristics of soils described by Weibull survival function and in most cases gives the lowest values of the shear strength increase, which usually constitute 50% of the values of shear strength increase determined using classic Wu-Waldron model. Whereas the second model (mRBM1.) considers averaged values of roots strength parameters as well as the possibility that two main mechanism of destruction of a root bundle - rupture and pulling out - can occur at the same. time. The values of shear strength increase calculated using this model were the lowest in case of beech and hornbeam roots, which had high tensile strength. It indicates that in the surface part of the profile (down to 0.2 m below the ground level), primarily in case of deciduous trees, the main mechanism of failure of the root bundle will be pulling out. However, this model requires the knowledge of a much greater number of geometrical parameters of roots and geotechnical parameters of soil, and additionally it is very sensitive to input data. Therefore, it seems practical to use the RBM2 model to assess the influence of roots on the soil shear strength increase, and in order to obtain safe results of calculations in the surface part of the profile, the Weibull shape coefficient equal to 1.0 can be assumed. On the other hand, the Wu-Waldron model can be used for the initial assessment of the shear strength increase of soil reinforced with roots in the situation, where the deformation properties of the root system and its interaction with the soil are not considered, although the values of the shear strength increase calculated using this model should be corrected and reduced by half. Test results indicate that in terms of slope stability the root systems of beech and hornbeam have the most favourable properties - their maximum effect of soil reinforcement in the profile to the depth of 0.5 m does not usually exceed 30 kPa, and to the depth of 1 m - 20 kPa. The root systems of conifers have the least impact on the slope reinforcement, usually increasing the soil shear strength by less than 5 kPa. These values coincide to a large extent with the range of shear strength increase obtained from the direct shear test as well as results of stability analysis given in literature and carried out as part of this work. The analysis of the literature indicates that the methods of measuring tree's root systems as well as their interpretation are very different, which often limits the possibilities of comparing test results. This indicates the need to systematize this type of tests and for this purpose a root distribution model (RDM) can be used, which can be integrated with any deformation bundle model (RBM). A combination of these two calculation models allows the range of soil reinforcement around trees to be determined and this information might be used in practice, while planning bioengineering procedures in areas exposed to surface mass movements. The functionality of this solution can be increased by considering the dynamics of plant develop¬ment in the calculations. This, however, requires conducting this type of research in order to obtain more data.
Book chapters on the topic "Tensile Reinforcement"
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Colombo, I., M. Colombo, A. Magri, G. Zani, and M. di Prisco. "Tensile Behavior of Textile: Influence of Multilayer Reinforcement." In High Performance Fiber Reinforced Cement Composites 6, 463–70. Dordrecht: Springer Netherlands, 2012. http://dx.doi.org/10.1007/978-94-007-2436-5_56.
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Sravanam, Sasanka Mouli, Umashankar Balunaini, and Madhira R. Madhav. "Reinforcement Tensile Forces in Back-to-Back Retaining Walls." In Lecture Notes in Civil Engineering, 173–81. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0368-5_19.
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Hirakawa, D., M. Nojiri, H. Aizawa, H. Nishikiori, F. Tatsuoka, K. Watanabe, and M. Tateyama. "Effects of the tensile resistance of reinforcement in the backfill on the seismic stability of GRS integral bridge." In New Horizons in Earth Reinforcement, 811–17. London: CRC Press, 2023. http://dx.doi.org/10.1201/9781003416753-132.
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García-Arrieta, Sonia, Essi Sarlin, Amaia De La Calle, Antonello Dimiccoli, Laura Saviano, and Cristina Elizetxea. "Thermal Demanufacturing Processes for Long Fibers Recovery." In Systemic Circular Economy Solutions for Fiber Reinforced Composites, 81–97. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-22352-5_5.
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AbstractThe possibility of recycling glass (GF) and carbon fibers (CF) from fiber-reinforced composites by using pyrolysis was studied. Different fibers from composite waste were recovered with thermal treatment. The recycled fibers were evaluated as a reinforcement for new materials or applications. The main objective was to evaluate the fibers obtained from the different types of industrial composite waste considering the format obtained, the cleanliness and the amount of inorganic fillers and finally, the fibers quality. These characteristics defined the processes, sectors and applications in which recycled fibers can replace virgin fibers. These fibers were also evaluated and validated with tensile testing and compared to the tensile strength of virgin GF and CF.
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Panchal, Manoj, G. Raghavendra, M. Omprakash, S. Ojha, and B. Vasavi. "Effect of Eggshell Particulate Reinforcement on Tensile Behavior of Eggshell–Epoxy Composite." In Lecture Notes in Mechanical Engineering, 389–97. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-2696-1_38.
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Dangol, S., J. Li, V. Sirivivatnanon, and P. Kidd. "Influence of Reinforcement on the Loading Capacity of Geopolymer Concrete Pipe." In Lecture Notes in Civil Engineering, 165–75. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-3330-3_18.
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AbstractGeopolymer concrete is emerging as a sustainable construction material due to utilization of industrial by-products, which greatly reduces its carbon footprint. Past studies of the mechanical properties and resistance to sulfuric acid reaction of cement-less geopolymer concrete indicated its suitability for precast concrete pipes over ordinary Portland cement (OPC) concrete. In the present study, a three-dimensional finite element (FE) model of reinforced concrete pipe was developed using commercial software ANSYS-LSDYNA. The load-carrying capacity of reinforced and non-reinforced geopolymer concrete pipes under the three-edge bearing (TEB) test was investigated and compared with OPC concrete pipes. The results indicated geopolymer concrete with comparable compressive strength to OPC concrete showed higher loading capacity in a pipe structure due to its better tensile performance. The effect of steel reinforcement area on the loading capacity of geopolymer concrete pipes was quantitatively analyzed, and they met the specified strength requirement for OPC concrete in the ASTM standard, with up to 20% reduction in the reinforcement area.
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Soni, Deepak, Avadesh Kumar Sharma, Manoj Narwariya, and Premanand Singh Chauhan. "Effect of Low Weight Fraction of Nano-reinforcement on Tensile Properties of Polymer Nanocomposites." In Lecture Notes in Mechanical Engineering, 729–35. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-8704-7_90.
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Herath, Chathura Nalendra, Beong Bok Hwang, B. S. Ham, Jung Min Seo, and Bok Choon Kang. "An Analysis on the Tensile Strength of Hybridized Reinforcement Filament Yarns by Commingling Process." In THERMEC 2006, 974–78. Stafa: Trans Tech Publications Ltd., 2007. http://dx.doi.org/10.4028/0-87849-428-6.974.
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Zhao, Lijun, and Tiesheng Dou. "Theoretical Study of the Reinforcement of Pre-stressed Concrete Cylinder Pipes with External Pre-stressed Strands." In Advances in Frontier Research on Engineering Structures, 467–73. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-19-8657-4_42.
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AbstractReinforcement of the pre-stressed concrete cylinder pipes with external pre-stressed strands is an effective way to enhance a prestressed concrete cylinder pipe’s ability to bear the design hydraulic pressure. A theoretical derivation is studied, and this formula derivation could be used to determine the cross-sectional area per unit length. This derivation determine the cross-sectional area and target tensile strength of steel strands in order to meet the requirements of ultimate limit states, serviceability limit states, and quasi-permanent limit states. The theoretical results agree well with the experimental results. This paper could provide technical supports for the application of the external reinforcement of PCCPs with strands.
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Chaduvula, Uma, B. V. S. Viswanadham, and Jayantha Kodikara. "Effect of Fiber Reinforcement on the Direct Tensile Strength of Fiber-Reinforced Black Cotton Soil." In Lecture Notes in Civil Engineering, 17–24. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-4739-1_2.
Full textConference papers on the topic "Tensile Reinforcement"
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"Tensile Capacities of CFRP Anchors." In SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures. American Concrete Institute, 2005. http://dx.doi.org/10.14359/14824.
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Miura, Masaya, Horibe Yasumasa, Ishii Michiharu, Kanji Takaoka, Shintaro Kitakata, and Atsushi Mikuni. "Development of Lightweight Thin-Walled Aluminum Bumper Reinforcement Adhered with Unidirectional CFRP Sheet." In FISITA World Congress 2021. FISITA, 2021. http://dx.doi.org/10.46720/f2020-mml-016.
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"Since bumper reinforcements are positioned at front/rear ends of vehicles, weight reduction of the bumper reinforcements improves vehicle dynamic performance by reducing a yaw moment of inertia. CFRP (Carbon Fibre Reinforced Plastic) composites are attractive lightweight materials due to their excellent specific strength and rigidity. However, because of their relatively high cost, applications of CFRP materials to vehicle structural parts are limited. In this study, we developed a lightweight structural part which consists of a thin-walled Aluminum bumper reinforcement with a unidirectional CFRP sheet, in order not to increase part cost by reducing amount of Aluminum and by using only a little amount of CFRP. Compared to Aluminum, unidirectional CFRP sheets have even higher tensile strength and modulus. When vehicles crush, bumper reinforcements may be subjected to bending force. If a unidirectional CFRP sheet adhered on a tensile side of an Aluminum bumper reinforcement, not only Aluminum thickness on the tensile side but also thickness on the compression side can be reduced due to movement of a bending neutral axis. Bending strength of the developed parts can’t be predicted by a full plastic moment which could be used to predict metal parts’ bending strength because CFRP don’t deform plastically. In this study, based on Bernoulli-Euler theory, the bending neutral axis was decided considering elastic/plastic areas of the Aluminum bumper reinforcement, and bending strength of the part was predicted. To valid the calculation method, three-point bending tests on the parts were carried out. Experimental data of bending strength were in the range of predicted bounds. In addition, after the peak load, the load decreased gradually, like conventional all metal bumper reinforcements, without delamination of the unidirectional CFRP sheet. In order to launch the developed part, robustness of part’s performance was also evaluated. Finally, the part was adapted to a rear bumper reinforcement of LEXUS RC-F. The part weight is 11 % lighter compared to a conventional all Aluminum bumper reinforcement."
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"Tensile Strength of Continuous Fiber Bar Under High Temperature." In SP-138: Fiber-Reinforced-Plastic Reinforcement for Concrete Structures - International Symposium. American Concrete Institute, 1993. http://dx.doi.org/10.14359/3954.
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Duque, Luis Felipe Maya, Igor De la Varga, and Benjamin Graybeal. "Fiber Reinforcement Influence on the Tensile Response of UHPFRC." In First International Interactive Symposium on UHPC. Ames, Iowa, USA: Iowa State University, 2016. http://dx.doi.org/10.21838/uhpc.2016.86.
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"Experimental Study on Tensile Strength of Bent Portion of FRP Rods." In SP-138: Fiber-Reinforced-Plastic Reinforcement for Concrete Structures - International Symposium. American Concrete Institute, 1993. http://dx.doi.org/10.14359/3925.
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"Statistical Characterization of Unidirectional Tensile Strength of FRP Composites." In SP-327: The 13th International Symposium on Fiber-Reinforced Polymer Reinforcement for Concrete Structures. American Concrete Institute, 2018. http://dx.doi.org/10.14359/51713344.
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"Deterioration of Tensile and Shear Strength of GFRP Bars." In SP-327: The 13th International Symposium on Fiber-Reinforced Polymer Reinforcement for Concrete Structures. American Concrete Institute, 2018. http://dx.doi.org/10.14359/51713371.
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Budimir, Vjekoslav, and Armin Roduner. "Structural reinforcement of geotextiles by high-tensile steel wire meshes." In Fifth International Conference on Road and Rail Infrastructure. University of Zagreb Faculty of Civil Engineering, 2018. http://dx.doi.org/10.5592/co/cetra.2018.954.
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""FRC Performance Comparison: Uniaxial Direct Tensile Test, Third-Point Bending Test, and Round Panel Test"." In SP-276: Durability Enhancements in Concrete with Fiber Reinforcement. American Concrete Institute, 2011. http://dx.doi.org/10.14359/51682363.
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Costanza, David. "Draped Stone: A Synclastic Tensile Canopy." In 109th ACSA Annual Meeting. ACSA Press, 2021. http://dx.doi.org/10.35483/acsa.am.109.4.
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Draped Stone is a research project that uses stone in tension through fiber-reinforcement, producing a hanging marble canopy. The research is in collaboration with stone fabrica¬tor Quarra Stone in Madison Wisconsin as part of a Research Fellowship. The project is still in development and is currently the subject of multiple grants to complete the pavilion. The project submission represents the work in progress to date— with all the research and development—for a fiber-reinforced stone and an automated workflow for 5-Axis machining mar¬ble and laminating fiberglass to machined marble surfaces.
Reports on the topic "Tensile Reinforcement"
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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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Rahman, Mohammad, Ahmed Ibrahim, and Riyadh Hindi. Bridge Decks: Mitigation of Cracking and Increased Durability—Phase III. Illinois Center for Transportation, December 2020. http://dx.doi.org/10.36501/0197-9191/20-022.
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Early-age cracking in concrete decks significantly reduces the service life of bridges. This report discusses the application of various concrete mixtures that include potential early mitigation ingredients. Large-scale (7 ft × 10 ft) experimental bridge prototypes with similar restraint conditions found in actual bridges were poured with different concrete mixtures to investigate mitigation techniques. Portland cement (control), expansive Type K cement, internally cured lightweight aggregate (LWA), shrinkage-reducing admixture (SRA), and gypsum mineral were investigated as mitigating ingredients. Seven concrete mixtures were prepared by using individual ingredients as well as a combination of different ingredients. The idea behind combining different mitigating techniques was to accumulate the combined benefit from individual mitigating materials. The combined Type K cement and LWA mixture showed higher concrete expansion compared with mixtures containing Portland cement, Type K cement, LWA, and SRA in the large-scale experimental deck. Extra water provided by LWA significantly enhanced the performance of Type K cement’s initial expansion as well as caused larger total shrinkage over the drying period. A combination of Type K cement and gypsum mineral showed insignificantly higher expansion compared with the individual Type K mixture. Overall, the experimental deck containing SRA showed the least total shrinkage compared with other mixtures. Finite-element modeling was performed to evaluate and predict concrete stress-strain behavior due to shrinkage in typical bridges. A parametric study using finite-element analysis was conducted by altering the structure of the experimental deck. More restraint from internal reinforcement, less girder spacing, larger girder flange width, and more restrictive support conditions increased the concrete tensile stress and led to potential cracking in the concrete deck.
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Weiss, Charles, William McGinley, Bradford Songer, Madeline Kuchinski, and Frank Kuchinski. Performance of active porcelain enamel coated fibers for fiber-reinforced concrete : the performance of active porcelain enamel coatings for fiber-reinforced concrete and fiber tests at the University of Louisville. Engineer Research and Development Center (U.S.), May 2021. http://dx.doi.org/10.21079/11681/40683.
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A patented active porcelain enamel coating improves both the bond between the concrete and steel reinforcement as well as its corrosion resistance. A Small Business Innovation Research (SBIR) program to develop a commercial method for production of porcelain-coated fibers was developed in 2015. Market potential of this technology with its steel/concrete bond improvements and corrosion protection suggests that it can compete with other fiber reinforcing systems, with improvements in performance, durability, and cost, especially as compared to smooth fibers incorporated into concrete slabs and beams. Preliminary testing in a Phase 1 SBIR investigation indicated that active ceramic coatings on small diameter wire significantly improved the bond between the wires and the concrete to the point that the wires achieved yield before pullout without affecting the strength of the wire. As part of an SBIR Phase 2 effort, the University of Louisville under contract for Ceramics, Composites and Coatings Inc., proposed an investigation to evaluate active enamel-coated steel fibers in typical concrete applications and in masonry grouts in both tension and compression. Evaluation of the effect of the incorporation of coated fibers into Ultra-High Performance Concrete (UHPC) was examined using flexural and compressive strength testing as well as through nanoindentation.
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LOAD TRANSFER MECHANISM OF STEEL GIRDER-RC PIER CONNECTION IN COMPOSITE RIGID-FRAME BRIDGE. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.286.
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The composite rigid-frame bridge, where the steel girder and the reinforced concrete (RC) pier are rigidly connected, has a high bearing capacity and superior long-term performance. The steel girder-RC pier connection is the critical detail for the design of such a structural form. To this end, a detailed review of composite rigid-frame bridges in China and abroad was carried out to summarize various forms of connections and evaluate their applicability. A novel connection type was then proposed to improve the connective performance between steel plate girders and RC piers. Threedimensional finite element models were further developed to investigate the force transfer mechanism, accounting for the impact of concrete stress, shear force in the connectors, and stress of steel plates. The results indicated that the proposed connection was capable of transmitting external loads reliably, and its ultimate bearing capacity exceeded design loads. The shear force of perfobond connectors, the tension of reinforcement, and the bearing effect of the bottom flange provided the major force transmission path to resist the external load.