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Artykuły w czasopismach na temat "Tensile Reinforcement"
1
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.
3
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 (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 (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 (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 (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 (2019): 1736. http://dx.doi.org/10.3390/polym11111736.
Pełny tekst źródłaStreszczenie:
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 (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.