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Literatura académica sobre el tema "Reinforced Concrete Structure"

Autor: Grafiati

Publicado: 4 de junio de 2021

Última modificación: 14 de marzo de 2023

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Artículos de revistas sobre el tema "Reinforced Concrete Structure"

Popovych, M. M. y S. V. Kliuchnyk. "Features of the Stressed-Strain State of a Steel-Reinforced-Concrete Span Structure with Preliminary Bending of a Steel Beam". Science and Transport Progress, n.º 1(97) (17 de octubre de 2022): 80–87. http://dx.doi.org/10.15802/stp2022/265333.

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Purpose. The authors aim to determine the features of the operation of a steel-reinforced concrete span structure with beams reinforced with an I-beam, with their pre-stressing using the bending of a steel I-beam. Methodology. To manufacture a steel-reinforced concrete span structure, it was proposed to reinforce an I-beam with a camber, which is then leveled with the help of applied external loads. For practical convenience, the vertical external forces are replaced by horizontal forces that keep the metal I-beam in a deformed state and in this state it is concreted. After the concrete strength development, the external forces are removed and the metal I-beam creates the pre-stressing of the concrete. Findings. When determining stresses, checking calculations by analytical method and the method of modeling with the help of the ANSYS program were used. The stress diagrams along the lower and upper fibers of a metal I-beam and stresses in concrete in the upper and lower zones of the beam were constructed. The analysis of the results showed that the pre-bending of a metal beam can be used to create a pre-stressing, which improves the performance of steel-reinforced concrete span structures, increases their rigidity and allows using of such a structure to increase the balks of railway and highway bridges. Originality. In the paper, a study of the stress-strain state of steel-reinforced concrete beams of the railway span structure was carried out, taking into account the pre-stressing of the concrete. A method of manufacturing a steel-reinforced concrete beams is proposed, which provides pre-stressing of the reinforced concrete due to the bending of a steel I-beam. Practical value. As a result of the calculations, it was found that the structure, when manufactured by the specified method, has greater rigidity compared to reinforced concrete or metal beams. The height of the beam can be lower compared to reinforced concrete or metal span structures. These circumstances are essential for railway bridges, especially for high-speed traffic ones.

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Huang, Yao Hong y Yong Chang Guo. "Review of Durability of Fiber Reinforced Polymer (FRP) Reinforced Concrete Structure". Applied Mechanics and Materials 548-549 (abril de 2014): 1651–54. http://dx.doi.org/10.4028/www.scientific.net/amm.548-549.1651.

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With the wide application of FRP reinforced concrete structure, the durability of FRP reinforced concrete structure causing more and more attention . This paper introduce domestic and foreign research situation of durability of FRP reinforced concrete structure in three aspects including FRP material, epoxy resin and FRP reinforced concrete structures .

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Orlowsky, Jeanette, Markus Beßling y Vitalii Kryzhanovskyi. "Prospects for the Use of Textile-Reinforced Concrete in Buildings and Structures Maintenance". Buildings 13, n.º 1 (10 de enero de 2023): 189. http://dx.doi.org/10.3390/buildings13010189.

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This paper discusses the state of the art in research on the use of textile-reinforced concretes in structural maintenance. Textile-reinforced concretes can be used in structural maintenance for various purposes, including the sealing and protection of the existing building structures, as well as for the strengthening of structures. The first-mentioned aspects are explained in this paper on the basis of example applications. A special focus is placed on the maintenance of heritage-protected structures. The development, characterization, and testing of a textile-reinforced concrete system for a heritage-protected structure are presented. Examples of the application of textile-reinforced concrete for strengthening highway pavements and masonry are also given. In particular, the possibility of adapting the textile-reinforced concrete repair material to the needs of the individual building is one advantage of this composite material.

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Hai, Hong, Fan Gu y Yan Sheng Song. "Experimental Research and Numerical Investigation of High-Strength Concrete Structure Strengthened with CFRP". Advanced Materials Research 374-377 (octubre de 2011): 2363–66. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.2363.

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The shear resistance at the interface between FRP sheet and concrete is a key problem for the application of fiber-reinforced plastic (FRP) plates, which has emerged as a popular method for the strengthening of reinforced concrete structures. The objective of this study is to discuss the interfacial shear ultimate bearing capacity of a high-strength concrete structure strengthened by carbon fiber-reinforced polymer composites under static loads. Considering the different strength of concretes, double-shear tests were conducted. Based on the test results, considering of the adhesive layer, explicit finite element is used for simulating the shear failure of CFRP-strengthened concrete, obtain the whole process of structure deformation development, describe the conformation and development of crack and the failure mode. The FE result coincides with the experimental result.

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Wagner, Juliane, Carolin Würgau, Alexander Schumann, Elisabeth Schütze, Daniel Ehlig, Lutz Nietner y Manfred Curbach. "Strengthening of Reinforced Concrete Structures with Carbon Reinforced Concrete—Possibilities and Challenges". CivilEng 3, n.º 2 (13 de mayo de 2022): 400–426. http://dx.doi.org/10.3390/civileng3020024.

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The strengthening of existing reinforced concrete structures (RC) with carbon reinforced concrete (CRC) has a high potential to save resources and to increase the lifespan of the whole strengthened structure immensely. However, when strengthening structures with CRC, in some cases, failure due to concrete cover separation is detected, leading to the fact that the potential of the carbon reinforcement cannot be exploited. The prediction and prevention of this type of failure is the subject of current research. In this paper, a strut-and-tie-model is presented for calculating a critical tensile force leading to failure due to concrete cover separation. Additionally, possible methods to avoid that kind of failure are suggested. One of these is doweling the ends of the strengthening layer. This paper presents the first experiments to test this method, which show that doweling the strengthening layer leads to much higher failure loads compared to a structure without doweling. However, further investigations have to be examined to verify these first results.

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Jiang, Tian Hua, Jing Rong Peng y Wei Ming Zhang. "Detection and Reinforce of a Reinforced Concrete Box Culvert Suffered a Conflagration". Advanced Materials Research 228-229 (abril de 2011): 1047–50. http://dx.doi.org/10.4028/www.scientific.net/amr.228-229.1047.

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When a reinforced concrete structure suffers from a big fire, its quality will change and its bearing ability will be reduced. It is necessary to take a comprehensive testing and to formulate corresponding reinforcement to restore the structure. This article mainly talks about a series of detections and their results of a reinforced concrete culvert which suffered from fire, and then selects a better reinforcement program. It can provide reference for the reinforcement of similar concrete structures.

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Chu, Ming Jin, Zhi Juan Sun, Hui Chen Cui y Ke Zhang. "Exposure Test of FRP-Reinforced Concrete Structure in Temperate Marine Tide Zone". Applied Mechanics and Materials 166-169 (mayo de 2012): 538–42. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.538.

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Through exposure test of FRP-reinforced concrete member in littoral test area of temperate marine zone, the durability and constructional measures of FRP-reinforced concrete structure are investigated. The test results show that FRP shell on the surface of FRP-reinforced concrete member is effective in avoiding wave flush, freezing and thawing damage, preventing chloride ion corrosion and improving durability. On the other hand, reliable measures should be taken to protect concrete structures with no FRP shell on the surface. Based on above, the provided reference for evaluation durability of FRP-reinforced concrete structure, and proper constructional measures for FRP-reinforced concrete structure are presented.

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Nesvetaev, Grigorii, Yulia Koryanova, Aleksei Kolleganov y Nikita Kolleganov. "On the Issue of Standardizing Concrete Frost Resistance to Ensure the Reinforced Concrete Structures Durability". Materials Science Forum 1043 (18 de agosto de 2021): 1–7. http://dx.doi.org/10.4028/www.scientific.net/msf.1043.1.

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When erecting monolithic reinforced concrete structures, the structure of concrete can differ significantly from the laboratory standard due to the complexity of providing favorable conditions for hardening, and therefore the compressive strength and especially the frost resistance of concrete may not meet the design requirements, which can negatively affect the reinforced concrete structure durability and require amplification, especially in earthquake-prone areas [1, 2]. Increasing the durability of reinforced concrete structures is possible by creating a rational stress field, for example, by prestressing, incl. variable along the length of the structure [3,4], but this technique is difficult to implement for monolithic reinforced concrete structures. It is possible to use effective materials or methods of manufacturing structures [5, 6]. But this is also mainly problematic for use in the construction of monolithic reinforced concrete structures. Generally accepted methods of calculating the reinforced concrete structures durability subjected to cyclic freezing-thawing during operation, incl. in a water-saturated state, do not exist. At the design stage, ensuring the durability of such reinforced concrete structures is mainly reduced to the reasonable assignment of requirements for concrete quality indicators, depending on the operating conditions, which is the focus of BC 28.13330.2017 (EN 206) and GOST 31384-2017 from the premise of ensuring durability of at least 50 years. In the above-mentioned norms of the Russian Federation, in fact, two approaches are presented to ensure the durability of reinforced concrete structures during cyclic freezing-thawing, incl. in a water-saturated state, namely: designing a concrete structure capable of working under such conditions by standardizing the values of cement consumption, W/C ratio, class of concrete in terms of compressive strength, amount of entrained air, or rationing of concrete grades in terms of frost resistance F1 (first base method GOST 10060-2012 provides for freezing in air, saturation and thawing in water) or F2 (second base method GOST 10060-2012 provides for freezing in air, saturation and thawing in 5% sodium chloride solution). The purpose of this work is to compare various approaches to ensuring the durability of reinforced concrete structures operated during cyclic freezing-thawing and to analyze the provision of durability with standardized indicators when designing the structure of concrete.

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Ahmadov, Nizami y Irade Shirinzade. "Development of effective fiber-reinforced concrete compositions used in transportation structures". Eastern-European Journal of Enterprise Technologies 2, n.º 1 (110) (20 de abril de 2021): 6–11. http://dx.doi.org/10.15587/1729-4061.2021.227139.

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The possibility of producing fiber-reinforced concrete with high deformation properties by regulating the microstructure and using it in the design of transport structures was considered. It was found that to create high-performance transport structures, it is necessary to modify fiber mixtures with complex additives, i. e. increase the strength of fiber-reinforced concrete at the micro-level. To obtain a denser structure of the concrete matrix, complex additives were used – ultrafine additive (silica fume) and Master Air 200 B air-entraining additive. It was experimentally proved that using such additives reduces the water-cement ratio and further strengthens the concrete matrix structure. The design of the unloading structure on the railway line constructed from the Karadag station (Republic of Azerbaijan) to the SOCAR oil and gas processing and petrochemical complex using fiber-reinforced concrete modified with complex additives was made. The results of designing the fiber-reinforced concrete unloading structure were analyzed and the results of designing the fiber-reinforced concrete unloading structure and the regular concrete unloading structure were compared. As a result of the comparison, it was found that using fiber-reinforced concrete decreases the cross-section diameter of the effective reinforcement of the slab – the cross-section diameter of the effective reinforcement of the pavement slab decreases from Æ2×32 mm to Æ32 mm in the upper and Æ25 mm in the lower row, respectively. Crack resistance is also increased compared to regular concrete. Thus, in order to create structures with high transport and operational parameters, it is necessary to modify fiber-reinforced concrete mixtures with complex additives

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Karalar, Memduh y Murat Çavuşlu. "Evaluating effects of granulated glass on structural and seismic behavior of tall RC structures using experimental tests and 3D modeling". Challenge Journal of Structural Mechanics 8, n.º 2 (6 de junio de 2022): 63. http://dx.doi.org/10.20528/cjsmec.2022.02.004.

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The use of waste materials for reinforcement of reinforced concrete (RC) structures is of great importance for both environmental cleaning and recycling. In this study, the effects of granulated glass released by factories on the structural behavior of RC structures are examined in detail. Initially, 5 different concretes are produced using 5 different granulated glass percentages. Granulated glass is used instead of aggregate. Different aggregate ratios of granulated glass are taken into account for each sample. 5 different concrete samples are subjected to the slump test and the consistency of the concrete samples is assessed in detail. Then, each concrete sample is subjected to compressive strength tests. It is clearly seen from the compressive strength tests that granulated glass increased the strength of the concrete noticeably. Then, the 31-story reinforced concrete structure is modeled considering the most critical granulated glass ratio. The 1995 Kobe earthquake is utilized for the seismic analyses. Firstly, the RC structure is analyzed for the pure concrete and then, analyses are performed for various granulated glass added cases. According to the analysis results, granulated glass significantly increased the earthquake resistance of reinforced concrete structures. Furthermore, waste granulated glass caused enormous reductions in the weight of the structure. In this study, it is concluded that granulated glass material, which is found in nature as waste, can be used for the construction of RC structures.

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Tesis sobre el tema "Reinforced Concrete Structure"

Hertanto, Eric. "Seismic Assessment of Pre-1970s Reinforced Concrete Structure". Thesis, University of Canterbury. Civil Engineering, 2005. http://hdl.handle.net/10092/1120.

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Reinforced concrete structures designed in pre-1970s are vulnerable under earthquakes due to lack of seismic detailing to provide adequate ductility. Typical deficiencies of pre-1970s reinforced concrete structures are (a) use of plain bars as longitudinal reinforcement, (b) inadequate anchorage of beam longitudinal reinforcement in the column (particularly exterior column), (c) lack of joint transverse reinforcement if any, (d) lapped splices located just above joint, and (e) low concrete strength. Furthermore, the use of infill walls is a controversial issue because it can help to provide additional stiffness to the structure on the positive side and on the negative side it can increase the possibility of soft-storey mechanisms if it is distributed irregularly. Experimental research to investigate the possible seismic behaviour of pre-1970s reinforced concrete structures have been carried out in the past. However, there is still an absence of experimental tests on the 3-D response of existing beam-column joints under bi-directional cyclic loading, such as corner joints. As part of the research work herein presented, a series of experimental tests on beam-column subassemblies with typical detailing of pre-1970s buildings has been carried out to investigate the behaviour of existing reinforced concrete structures. Six two-third scale plane frame exterior beam-column joint subassemblies were constructed and tested under quasi-static cyclic loading in the Structural Laboratory of the University of Canterbury. The reinforcement detailing and beam dimension were varied to investigate their effect on the seismic behaviour. Four specimens were conventional deep beam-column joint, with two of them using deformed longitudinal bars and beam bars bent in to the joint and the two others using plain round longitudinal bars and beam bars with end hooks. The other two specimens were shallow beam-column joint, one with deformed longitudinal bars and beam bars bent in to the joint, the other with plain round longitudinal bars and beam bars with end hooks. All units had one transverse reinforcement in the joint. The results of the experimental tests indicated that conventional exterior beam-column joint with typical detailing of pre-1970s building would experience serious diagonal tension cracking in the joint panel under earthquake. The use of plain round bars with end hooks for beam longitudinal reinforcement results in more severe damage in the joint core when compared to the use of deformed bars for beam longitudinal reinforcement bent in to the joint, due to the combination of bar slips and concrete crushing. One interesting outcome is that the use of shallow beam in the exterior beam-column joint could avoid the joint cracking due to the beam size although the strength provided lower when compared with the use of deep beam with equal moment capacity. Therefore, taking into account the low strength and stiffness, shallow beam can be reintroduced as an alternative solution in design process. In addition, the presence of single transverse reinforcement in the joint core can provide additional confinement after the first crack occurred, thus delaying the strength degradation of the structure. Three two-third scale space frame corner beam-column joint subassemblies were also constructed to investigate the biaxial loading effect. Two specimens were deep-deep beam-corner column joint specimens and the other one was deep-shallow beam-corner column joint specimen. One deep-deep beam-corner column joint specimen was not using any transverse reinforcement in the joint core while the two other specimens were using one transverse reinforcement in the joint core. Plain round longitudinal bars were used for all units with hook anchorage for the beam bars. Results from the tests confirmed the evidences from earthquake damage observations with the exterior 3-D (corner) beam-column joint subjected to biaxial loading would have less strength and suffer higher damage in the joint area under earthquake. Furthermore, the joint shear relation in the two directions is calibrated from the results to provide better analysis. An analytical model was used to simulate the seismic behaviour of the joints with the help of Ruaumoko software. Alternative strength degradation curves corresponding to different reinforcement detailing of beam-column joint unit were proposed based on the test results.

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Starczewski, Jerzy Andrzej. "Felix Candela : the structure and form of reinforced concrete shells". Diss., Georgia Institute of Technology, 1992. http://hdl.handle.net/1853/22954.

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Harry, Ofonime Akpan. "Behaviour of reinforced concrete frame structure against progressive collapse". Thesis, University of Edinburgh, 2018. http://hdl.handle.net/1842/29623.

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A structure subjected to extreme load due to explosion or human error may lead to progressive collapse. One of the direct methods specified by design guidelines for assessing progressive collapse is the Alternate Load Path method which involves removal of a structural member and analysing the structure to assess its potential of bridging over the removed member without collapse. The use of this method in assessing progressive collapse therefore requires that the vertical load resistance function of the bridging beam assembly, which for a typical laterally restrained reinforced concrete (RC) beams include flexural, compressive arching action and catenary action, be accurately predicted. In this thesis, a comprehensive study on a reliable prediction of the resistance function for the bridging RC beam assemblies is conducted, with a particular focus on a) the arching effect, and b) the catenary effect considering strength degradations. A critical analysis of the effect of axial restraint, flexural reinforcement ratio and span-depth ratio on compressive arching action are evaluated in quantitative terms. A more detailed theoretical model for the prediction of load-displacement behaviour of RC beam assemblies within the compressive arching response regime is presented. The proposed model takes into account the compounding effect of bending and arching from both the deformation and force points of view. Comparisons with experimental results show good agreement. Following the compressive arching action, catenary action can develop at a much larger displacement regime, and this action could help address collapse. A complete resistance function should adequately account for the catenary action as well as the arching effect. To this end, a generic catenary model which takes into consideration the strength degradation due to local failure events (e.g. rupture of bottom rebar or fracture of a steel weld) and the eventual failure limit is proposed. The application of the model in predicting the resistance function in beam assemblies with strength degradations is discussed. The validity of the proposed model is checked against predictions from finite element model and experimental tests. The result indicate that strength degradation can be accurately captured by the model. Finally, the above developed model framework is employed in investigative studies to demonstrate the application of the resistance functions in a dynamic analysis procedure, as well as the significance of the compressive arching effect and the catenary action in the progressive collapse resistance in different designs. The importance of an accurate prediction of the arching effect and the limiting displacement for the catenary action is highlighted.

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GINO, DIEGO. "ADVANCES IN RELIABILITY METHODS FOR REINFORCED CONCRETE STRUCTURES". Doctoral thesis, Politecnico di Torino, 2019. http://hdl.handle.net/11583/2754713.

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Zhao, Li. "SPATIAL RELIABILITY ANALYSIS FOR CORRODED REINFORCED CONCRETE STRUCTURES". University of Akron / OhioLINK, 2016. http://rave.ohiolink.edu/etdc/view?acc_num=akron1479123930240399.

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De, Rose David. "The rehabilitation of a concrete structure using fibre reinforced plastics". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp01/MQ29388.pdf.

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Ouyang, Yi y 欧阳禕. "Theoretical study of hybrid masonry : RC structure behaviour under lateral earthquake loading". Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2012. http://hdl.handle.net/10722/196090.

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A confined masonry (CM) wall consists of a masonry wall panel surrounded by reinforced concrete (RC) members on its perimeters. Low-rise CM structures are widely used in earthquake-risked (EQ-risked) rural or suburban areas all over the world. Most of these structures fail in shear pattern under lateral EQ loads, and some of them collapse under a severe or even a moderate EQ due to inappropriate design. On the other hand, buildings constructed of RC frames have much better performance in resisting EQs, since their RC members have larger dimensions and heavier reinforcing ratios than those in CM structures. Nonetheless, RC-frame buildings are normally too expensive for most inhabitants in less developed regions. In this study, as an improvement to the conventional CM buildings for EQ resistance and for the sake of post-EQ restoration, a hybrid masonry – RC (HMR) structure, whose working mechanism is different from that of a conventional CM structure, is proposed. The RC members (i.e. “tie beams” and “tie columns”), which function only as confinement in a CM building, will resist most of gravity load and part of lateral EQ load in an HMR structure, while the wall panels will take most of lateral EQ load and part of gravity load. This is achievable by slightly increasing the sizes and reinforcing ratios of RC members in HMR structures. Such buildings will not collapse in the absence of masonry wall panels because the gravity load bearing system is still intact. On the other hand, as the wall panels in the proposed HMR structure will absorb most of the energy induced by lateral EQ load, severe damages will be controlled within the wall panel region, so that only the wall panels need to be replaced instead of rebuilding the whole structure after the EQ event. To investigate the mechanical behaviours of masonry assemblages to be used in HMR structures, a series of experimental tests were conducted. Having established the relevant material properties for HMR structures, finite element (FE) simulation was performed to verify its work mechanism. Prior to applying the FE simulation to HMR structures, the FE technique was first applied to simulate the behaviours of two concrete-brick masonry panels under diagonal compression loading and a CM wall under cyclic lateral loading. The results show a good correlation between the experimental results and the simulated ones. This has validated the feasibility of using the FE software to study the proposed HMR structure. The theoretical simulation results show that in a properly designed HMR wall, depending on the masonry reinforcing details and the boundary conditions of simulated load cases, about 70% of the gravity load imposed on the RC beam will be transferred to the RC columns and more than 80% of the seismic energy (in terms of strain energy) will be absorbed by the masonry panel. Therefore, it is obvious that the proposed HMR structure is very feasible to replace the conventional CM structure in resisting EQ attacks with no risk of collapse.
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Al, Mamun Abdullah. "Seismic Damage Assessment of Reinforced Concrete Frame Buildings in Canada". Thesis, Université d'Ottawa / University of Ottawa, 2017. http://hdl.handle.net/10393/36188.

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The emphasis on seismic design and assessment of reinforced concrete (RC) frame structure has shifted from force-based to performance-based design and assessment to accommodate strength and ductility for required performance of building. RC frame structure may suffer different levels of damage under seismic-induced ground motions, with potentials for formation of hinges in structural elements, depending on the level of stringency in design. Thus it is required to monitor the seismic behaviour and performance of buildings, which depend on the structural system, year of construction and the level of irregularities in the structural system. It is the objective of the current research project to assess seismic performance of RC frame buildings in Canada, while developing fragility curves as analytical tools for such assessment. This was done through dynamic inelastic analysis by modelling selected building structures and using PERFORM-3D as analysis software, while employing incremental dynamic analysis to generate performance data under incrementally increasing seismic intensity of selected earthquake records. The results lead to probabilistic tools to assess the performance of buildings designed following the National Building Code of Canada in different years of construction with and without irregularities. The research consists of three phases; i) regular buildings designed after 1975, ii) regular buildings designed prior to 1975, and iii) irregular buildings designed prior to 1975. The latter two phases address older buildings prior to the development of modern seismic building codes. All three phases were carried out by selecting and designing buildings in Ottawa, representing the seismic region in eastern Canada, as well as buildings in Vancouver, representing the seismic region in western Canada. Buildings had three heights (2; 5; and 10-stories) to cover a wide range of building periods encountered in practice. The resulting fragility curves indicated that the older buildings showed higher probabilities of exceeding life safety and/or collapse prevention performance levels. Newer buildings showed higher probabilities of exceeding target performance levels in western Canada than those located in the east.

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Albostan, Utku. "Implementation Of Coupled Thermal And Structural Analysis Methods For Reinforced Concrete Structures". Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615393/index.pdf.

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Temperature gradient causes volume change (elongation/shortening) in concrete structures. If the movement of the structure is restrained, significant stresses may occur on the structure. These stresses may be so significant that they can cause considerable cracking at structural components of large concrete structures. Thus, during the design of a concrete structure, the actual temperature gradient in the structure should be obtained in order to compute the stress distribution on the structure due to thermal effects. This study focuses on the implementation of a solution procedure for coupled thermal and structural analysis with finite element method for such structures. For this purpose, first transient heat transfer analysis algorithm is implemented to compute the thermal gradient occurring inside the concrete structures. Then, the output of the thermal analysis is combined with the linear static solution algorithm to compute stresses due to temperature gradient. Several, 2D and 3D, finite elements having both structural and thermal analysis capabilities are developed. The performances of each finite element are investigated. As a case study, the top floor of two L-shaped reinforced concrete parking structure and office building are analyzed. Both structures are subjected to heat convection at top face of the slabs as ambient condition. The bottom face of the slab of the parking structure has the same thermal conditions as the top face whereas in the office building the temperature inside the building is fixed to 20 degrees. The differences in the stress distribution of the slabs and the internal forces of the vertical structural members are discussed.

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Bai, Jong-Wha. "Seismic fragility and retrofitting for a reinforced concrete flat-slab structure". Thesis, Texas A&M University, 2004. http://hdl.handle.net/1969.1/521.

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The effectiveness of seismic retrofitting applied to enhance seismic performance was assessed for a five-story reinforced concrete (RC) flat-slab building structure in the central United States. In addition to this, an assessment of seismic fragility that relates the probability of exceeding a performance level to the earthquake intensity was conducted. The response of the structure was predicted using nonlinear static and dynamic analyses with synthetic ground motion records for the central U.S. region. In addition, two analytical approaches for nonlinear response analysis were compared. FEMA 356 (ASCE 2000) criteria were used to evaluate the seismic performance of the case study building. Two approaches of FEMA 356 were used for seismic evaluation: global-level and member-level using three performance levels (Immediate Occupancy, Life Safety and Collapse Prevention). In addition to these limit states, punching shear drift limits were also considered to establish an upper bound drift capacity limit for collapse prevention. Based on the seismic evaluation results, three possible retrofit techniques were applied to improve the seismic performance of the structure, including addition of shear walls, addition of RC column jackets, and confinement of the column plastic hinge zones using externally bonded steel plates. Finally, fragility relationships were developed for the existing and retrofitted structure using several performance levels. Fragility curves for the retrofitted structure were compared with those for the unretrofitted structure. For various performance levels to assess the fragility curves, FEMA global drift limits were compared with the drift limits based on the FEMA member-level criteria. In addition to this, performance levels which were based on additional quantitative limits were also considered and compared with FEMA drift limits.

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Más fuentes

Libros sobre el tema "Reinforced Concrete Structure"

Taly, Narendra. Design of reinforced masonry structure. New York: McGraw-Hill, 2001.

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Akanshu, Sharma y Bhabha Atomic Research Centre, eds. Experimental and analytical investigation on behavior of scaled down reinforced concrete framed structure under monotonic pushover loads. Mumbai: Bhabha Atomic Research Centre, 2008.

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Rose, David De. The rehabilitation of a concrete structure using fibre reinforced plastics. Ottawa: National Library of Canada = Bibliothèque nationale du Canada, 1999.

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American Society of Civil Engineers., ed. Standard practice for direct design of buried precast concrete box sections. Reston, VA: American Society of Civil Engineers, 2000.

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Kuzmanovic, Sasha. An investigation of the shear design of a reinforced concrete box structure. Ottawa: National Library of Canada, 1998.

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Chuang, Tsai-Fu. Numerical modelling of reinforced concrete structure under monotonic and earthquake-like dynamic loading. Birmingham: University of Birmingham, 2001.

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Farrar, C. R. Experimental assessment of damping in low aspect ratio, reinforced concrete shear wall structure. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1988.

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Construction Engineering Research Laboratories (U.S.), ed. Investigation of the use of visoelastic damping devices to rehabilitate a lightly reinforced concrete slab-column structure. [Champaign, IL]: US Army Corps of Engineers, Construction Engineering Research Laboratories, 1998.

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American Society of Civil Engineers., ed. Standard practice for direct design of precast concrete box sections for jacking in trenchless construction. Reston, Va: American Society of Civil Engineers, 2001.

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Capítulos de libros sobre el tema "Reinforced Concrete Structure"

Bedi, Ashwani y Ramsey Dabby. "Understanding Reinforced Concrete". En Structure for Architects, 128–51. New York : Routledge, 2019.: Routledge, 2019. http://dx.doi.org/10.4324/9781315122014-10.

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Mosley, W. H., J. H. Bungey y R. Hulse. "Analysis of the structure". En Reinforced Concrete Design, 23–52. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7_3.

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Mosley, W. H. y J. H. Bungey. "Analysis of the Structure". En Reinforced Concrete Design, 24–52. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-20929-3_3.

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Mosley, W. H. y J. H. Bungey. "Analysis of the Structure". En Reinforced Concrete Design, 24–52. London: Macmillan Education UK, 1987. http://dx.doi.org/10.1007/978-1-349-18825-3_3.

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Mosley, W. H. y J. H. Bungey. "Analysis of the Structure". En Reinforced Concrete Design, 24–52. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-13058-0_3.

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Bedi, Ashwani y Ramsey Dabby. "Design in Reinforced Concrete—Case Study". En Structure for Architects, 152–74. New York : Routledge, 2019.: Routledge, 2019. http://dx.doi.org/10.4324/9781315122014-11.

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Hulse, R. y W. H. Mosley. "Programs for the Analysis of the Structure". En Reinforced Concrete Design by Computer, 17–67. London: Macmillan Education UK, 1986. http://dx.doi.org/10.1007/978-1-349-18930-4_2.

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Mosley, W. H., R. Hulse y J. H. Bungey. "Analysis of the Structure". En Reinforced Concrete Design to Eurocode 2 (EC2), 29–61. London: Macmillan Education UK, 1996. http://dx.doi.org/10.1007/978-1-349-13413-7_3.

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Bob, Corneliu, Sorin Dan, Catalin Badea, Aurelian Gruin y Liana Iures. "Strengthening of the Frame Structure at the Timisoreana Brewery, Romania". En Case Studies of Rehabilitation, Repair, Retrofitting, and Strengthening of Structures, 57–80. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2010. http://dx.doi.org/10.2749/sed012.057.

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<p>Many structures built in Romania before 1970 were designed for gravity loads with inadequate lateral load resistance because earlier codes speciﬁed lower levels of seismic loads. Some of these structures are still in service beyond their design life. Also, some deterioration was observed in existing structures due to the actions of different hazard factors. This paper presents the case study of a brewery with reinforced concrete framed structure of ﬁve storeys and a tower of nine storeys, which has been assessed and strengthened. The brewery and the tower were built in 1961 and an extension in 1971. An assessment performed in 1999 showed up local damages at slabs, main girders, secondary beams, and columns; concrete carbonation; concrete cover spalled over a large surface; complete corrosion of many stirrups and deep corrosion of main reinforcement; and some broken reinforcement. Such damage was caused by salt solution, CO2, relative humidity RH 80%, and temperatures over 40◦C. Also, inadequate longitudinal reinforcement was deduced≈ from the structural analysis. The initial design, done in 1960, was according to the Romanian codes of that time with provisions at low seismic actions. The structural system weakness is due to present-day high seismic actions. The rehabilitation of the reinforced concrete structure was performed by jacketing with reinforced concrete for the main and secondary beams and columns. In 2003, due to continuous operation and subsequent damage of the structure, a new assessment was required. It was found that some beams and one column were characterized by inadequate main and shear reinforcement as well as corrosion of many stirrups at beams. The strengthening solution adopted was based on carbon ﬁbre reinforced polymer composites for beams and column.</p>

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Zhang, Mei-xiang, Bo Sun y Xiao-yi Zhang. "Research on reinforced methods for a concrete structure". En Green Building, Environment, Energy and Civil Engineering, 253–56. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315375106-54.

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Actas de conferencias sobre el tema "Reinforced Concrete Structure"

Hu, Linghui. "FRP Reinforced Masonry Structure and Concrete Structure". En 2021 4th International Symposium on Traffic Transportation and Civil Architecture (ISTTCA). IEEE, 2021. http://dx.doi.org/10.1109/isttca53489.2021.9654721.

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Fares, Reine, Maria Paola Santisi d'Avila, Anne Deschamps y Evelyne Foerster. "STRUCTURE-SOIL-STRUCTURE INTERACTION ANALYSIS FOR REINFORCED CONCRETE FRAMED STRUCTURES". En XI International Conference on Structural Dynamics. Athens: EASD, 2020. http://dx.doi.org/10.47964/1120.9231.19162.

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Herraiz, Borja, Henar Martin-Sanz y Nadja Wolfisberg. "Restoration of a historic reinforced concrete structure with Ultra-High Performance Fiber Reinforced Concrete". En IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.2500.

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<p>The historic building "Du Pont" in Zurich, Switzerland, was constructed between 1912 and 1913 by the Swiss architects Haller & Schindler and it is listed as a cultural heritage object, including not only the Art Deco façade, but also the ground-breaking structure of reinforced concrete. The building includes several structural particularities, such as the slender, reinforced concrete, one-way ribbed slabs, a reinforced concrete truss structure in the roof hanging four floors and three transfer beams on the ground floor diverting the loads from the seven upper floors. This paper presents a detailed description of the different strengthening measures required to allow a more flexible use of the existing floors with larger live and dead loads, and to fulfil the current provisions of the Swiss Standards (SIA). The main objective of the proposed restoration and strengthening measures is to minimize the interventions as much as possible and preserve the original structural system. Of particular interest is the innovative solution adopted for the existing ribbed slabs. The required increase of resistance is obtained through a thin 40 mm overlay of Ultra-High Performance Fiber Reinforced Concrete (UHPFRC) above the carefully prepared existing slab. Due to the significance of the building and the particular characteristics of the existing concrete, experimental tests were conducted. Four specimens of the ribbed slabs were extracted from the building, strengthened on site with UHPFRC and transported to the structural laboratory of the Swiss Federal Institute of Technology in Zürich (ETHZ), where the tests were conducted. The excellent results confirmed the suitability of the proposed strengthening solution through UHPFRC, setting a milestone for future restorations of these particular structures.</p>

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Chady, T. y P. Frankowski. "Electromagnetic evaluation of reinforced concrete structure". En REVIEW OF PROGRESS IN QUANTITATIVE NONDESTRUCTIVE EVALUATION: VOLUME 32. AIP, 2013. http://dx.doi.org/10.1063/1.4789200.

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MurniDewi, Sri, Wisnumurti, As’ad Munawir y Muhtar. "Bridge Structure from Bamboo Reinforced Concrete Frame". En Proceedings of the 11th Asia Pacific Transportation and the Environment Conference (APTE 2018). Paris, France: Atlantis Press, 2019. http://dx.doi.org/10.2991/apte-18.2019.5.

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"Strength Evaluation of Existing Reinforced Concrete Structure". En International Conference on Artificial Intelligence, Energy and Manufacturing Engineering. International Institute of Engineers, 2015. http://dx.doi.org/10.15242/iie.e0115011.

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"Structural Engineering Studies on Reinforced Concrete Structure using Neutron Diffraction". En Residual Stresses 10. Materials Research Forum LLC, 2016. http://dx.doi.org/10.21741/9781945291173-5.

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""Carbon Fiber Reinforced Cements: Structure, Performance, Applications and Research Needs"". En SP-142: Fiber Reinforced Concrete Developments and Innovations. American Concrete Institute, 1994. http://dx.doi.org/10.14359/1183.

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Jiang, Shan y Stavros V. Georgakopoulos. "Optimum wireless power transmission through reinforced concrete structure". En 2011 IEEE International Conference on RFID (IEEE RFID 2011). IEEE, 2011. http://dx.doi.org/10.1109/rfid.2011.5764636.

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Zhu, Jie-Jiang y Yang Lee. "Push-Over Analysis Programming for Reinforced Concrete Structure". En 2009 WRI World Congress on Computer Science and Information Engineering. IEEE, 2009. http://dx.doi.org/10.1109/csie.2009.648.

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Informes sobre el tema "Reinforced Concrete Structure"

Winkel, B. V. Concrete material characterization reinforced concrete tank structure Multi-Function Waste Tank Facility. Office of Scientific and Technical Information (OSTI), marzo de 1995. http://dx.doi.org/10.2172/72878.

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Ebeling, Robert y Barry White. Load and resistance factors for earth retaining, reinforced concrete hydraulic structures based on a reliability index (β) derived from the Probability of Unsatisfactory Performance (PUP) : phase 2 study. Engineer Research and Development Center (U.S.), marzo de 2021. http://dx.doi.org/10.21079/11681/39881.

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This technical report documents the second of a two-phase research and development (R&D) study in support of the development of a combined Load and Resistance Factor Design (LRFD) methodology that accommodates geotechnical as well as structural design limit states for design of the U.S. Army Corps of Engineers (USACE) reinforced concrete, hydraulic navigation structures. To this end, this R&D effort extends reliability procedures that have been developed for other non-USACE structural systems to encompass USACE hydraulic structures. Many of these reinforced concrete, hydraulic structures are founded on and/or retain earth or are buttressed by an earthen feature. Consequently, the design of many of these hydraulic structures involves significant soil structure interaction. Development of the required reliability and corresponding LRFD procedures has been lagging in the geotechnical topic area as compared to those for structural limit state considerations and have therefore been the focus of this second-phase R&D effort. Design of an example T-Wall hydraulic structure involves consideration of five geotechnical and structural limit states. New numerical procedures have been developed for precise multiple limit state reliability calculations and for complete LRFD analysis of this example T-Wall reinforced concrete, hydraulic structure.

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Farrar, C. y J. Bennet. Experimental assessment of damping in low aspect ratio, reinforced concrete shear wall structure. Office of Scientific and Technical Information (OSTI), agosto de 1988. http://dx.doi.org/10.2172/6909952.

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Roesler, Jeffery, Sachindra Dahal, Dan Zollinger y W. Jason Weiss. Summary Findings of Re-engineered Continuously Reinforced Concrete Pavement: Volume 1. Illinois Center for Transportation, mayo de 2021. http://dx.doi.org/10.36501/0197-9191/21-011.

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This research project conducted laboratory testing on the design and impact of internal curing on concrete paving mixtures with supplementary cementitious materials and evaluated field test sections for the performance of crack properties and CRCP structure under environmental and FWD loading. Three experimental CRCP sections on Illinois Route 390 near Itasca, IL and two continuously reinforced concrete beams at UIUC ATREL test facilities were constructed and monitored. Erodibility testing was performed on foundation materials to determine the likelihood of certain combinations of materials as suitable base/subbase layers. A new post-tensioning system for CRCP was also evaluated for increased performance and cost-effectiveness. This report volume summarizes the three year research effort evaluating design, material, and construction features that have the potential for reducing the initial cost of CRCP without compromising its long-term performance.

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Hayes, John R. y Jr. Investigation of the Use of Viscoelastic Damping Devices to Rehabilitate a Lightly Reinforced Concrete Slab- Column Structure. Fort Belvoir, VA: Defense Technical Information Center, septiembre de 1998. http://dx.doi.org/10.21236/ada360496.

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Bell, Matthew, Rob Ament, Damon Fick y Marcel Huijser. Improving Connectivity: Innovative Fiber-Reinforced Polymer Structures for Wildlife, Bicyclists, and/or Pedestrians. Nevada Department of Transportation, septiembre de 2022. http://dx.doi.org/10.15788/ndot2022.09.

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Engineers and ecologists continue to explore new methods and adapt existing techniques to improve highway mitigation measures that increase motorist safety and conserve wildlife species. Crossing structures, overpasses and underpasses, combined with fences, are some of the most highly effective mitigation measures employed around the world to reduce wildlife-vehicle collisions (WVCs) with large animals, increase motorist safety, and maintain habitat connectivity across transportation networks for many other types and sizes of wildlife. Published research on structural designs and materials for wildlife crossings is limited and suggests relatively little innovation has occurred. Wildlife crossing structures for large mammals are crucial for many highway mitigation strategies, so there is a need for new, resourceful, and innovative techniques to construct these structures. This report explored the promising application of fiber-reinforced polymers (FRPs) to a wildlife crossing using an overpass. The use of FRP composites has increased due to their high strength and light weight characteristics, long service life, and low maintenance costs. They are highly customizable in shape and geometry and the materials used (e.g., resins and fibers) in their manufacture. This project explored what is known about FRP bridge structures and what commercial materials are available in North America that can be adapted for use in a wildlife crossing using an overpass structure. A 12-mile section of US Highway 97 (US-97) in Siskiyou County, California was selected as the design location. Working with the California Department of Transportation (Caltrans) and California Department of Fish and Wildlife (CDFW), a site was selected for the FRP overpass design where it would help reduce WVCs and provide habitat connectivity. The benefits of a variety of FRP materials have been incorporated into the US-97 crossing design, including in the superstructure, concrete reinforcement, fencing, and light/sound barriers on the overpass. Working with Caltrans helped identify the challenges and limitations of using FRP materials for bridge construction in California. The design was used to evaluate the life cycle costs (LCCs) of using FRP materials for wildlife infrastructure compared to traditional materials (e.g., concrete, steel, and wood). The preliminary design of an FRP wildlife overpass at the US-97 site provides an example of a feasible, efficient, and constructible alternative to the use of conventional steel and concrete materials. The LCC analysis indicated the preliminary design using FRP materials could be more cost effective over a 100-year service life than ones using traditional materials.

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Breland, Benjamin, Janet Simms, William Doll, Jason Greenwood y Ronald Kaufman. Waterborne geophysical investigation to assess condition of grouted foundation : Old River Control Complex – Low Sill Structure, Concordia Parish, Louisiana. Engineer Research and Development Center (U.S.), mayo de 2022. http://dx.doi.org/10.21079/11681/44183.

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The Old River Low Sill Structure (ORLSS) at the Old River Control Complex (ORCC) in Concordia Parish, LA, is a steel pile-founded, gated reinforced-concrete structure that regulates the flow of water into the Atchafalaya River to prevent an avulsion between the Mississippi River and the Atchafalaya River. A scour hole that formed on the southeast wall of ORLSS during the Mississippi River flood of 1973 was remediated with riprap placement and varied mixtures of self-leveling, highly pumpable grout. Non-invasive waterborne geophysical surveys were used to evaluate the distribution and condition of the grout within the remediated scour area. Highly conductive areas were identified from the surveys that were interpreted to consist mostly of grout. Resistive responses, likely representing mostly riprap and/or sediment, were encountered near the remediated scour area periphery. A complex mixture of materials in the remediated scour area is interpreted by the more gradual transitions in the geophysical response. Survey measurements immediately beneath ORLSS were impeded by the abundance of steel along with the structure itself. The survey results and interpretation provide a better understanding of the subsurface properties of ORLSS.

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Nema, Arpit y Jose Restrep. Low Seismic Damage Columns for Accelerated Bridge Construction. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, diciembre de 2020. http://dx.doi.org/10.55461/zisp3722.

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This report describes the design, construction, and shaking table response and computation simulation of a Low Seismic-Damage Bridge Bent built using Accelerated Bridge Construction methods. The proposed bent combines precast post-tensioned columns with precast foundation and bent cap to simplify off- and on-site construction burdens and minimize earthquake-induced damage and associated repair costs. Each column consists of reinforced concrete cast inside a cylindrical steel shell, which acts as the formwork, and the confining and shear reinforcement. The column steel shell is engineered to facilitate the formation of a rocking interface for concentrating the deformation demands in the columns, thereby reducing earthquake-induced damage. The precast foundation and bent cap have corrugated-metal-duct lined sockets, where the columns will be placed and grouted on-site to form the column–beam joints. Large inelastic deformation demands in the structure are concentrated at the column–beam interfaces, which are designed to accommodate these demands with minimal structural damage. Longitudinal post-tensioned high-strength steel threaded bars, designed to respond elastically, ensure re-centering behavior. Internal mild steel reinforcing bars, debonded from the concrete at the interfaces, provide energy dissipation and impact mitigation.

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Carino, Nicholas J. y James R. Clifton. Prediction of cracking in reinforced concrete structures. Gaithersburg, MD: National Institute of Standards and Technology, 1995. http://dx.doi.org/10.6028/nist.ir.5634.

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Naus, D. J., C. B. Oland y B. R. Ellingwood. Report on aging of nuclear power plant reinforced concrete structures. Office of Scientific and Technical Information (OSTI), marzo de 1996. http://dx.doi.org/10.2172/219361.

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