Relevant bibliographies by topics / Singly Reinforced Concrete Walls

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Academic literature on the topic 'Singly Reinforced Concrete Walls'

Author: Grafiati
Published: 4 June 2021
Last updated: 18 February 2022

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Journal articles on the topic "Singly Reinforced Concrete Walls"

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Kang, Yan Bo, Shi Min Huang, and Qiu Lai Yao. "Comparative Study on Shear Wall and Brick Wall Strengthened with Reinforced Concrete Splint." Advanced Materials Research 639-640 (January 2013): 1108–13. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.1108.

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The test process and analysis of 3 walls and the expand calculation about walls are introduced in this paper. Through a series of low-cycle repeated load experiments, the paper do comparative studies on the seismic behavior of concrete shear wall and brick wall strengthened with reinforced concrete splint firstly. Because of the limitations of experiment, the study focuses on the unreinforced brick wall, the 120mm shear wall, the brick wall strengthened with double 60mm reinforced concrete splint and the brick wall strengthened with single 60mm reinforced concrete splint. On the basis of the experiment, we use the finite element software to establish a rational numerical model. Through the finite element analysis, the paper expands the calculation about walls and makes up for the lack of experimental research. Based on the analysis results, we get the conclusion that the reinforced concrete splint can enhance the seismic behavior of the unreinforced brick wall. Taking no consideration of structures’ integral stability, the seismic behavior of brick wall strengthened with double 60mm reinforced concrete splint is equivalent to the 120mm shear wall.
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Zhang, Jianwei, Wenbin Zheng, Cheng Yu, and Wanlin Cao. "Shaking table test of reinforced concrete coupled shear walls with single layer of web reinforcement and inclined steel bars." Advances in Structural Engineering 21, no. 15 (May 19, 2018): 2282–98. http://dx.doi.org/10.1177/1369433218772350.

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In this study, five 1/4 scaled shaking table tests were conducted to investigate the seismic performance of reinforced concrete coupled shear walls with single layer of web reinforcement and inclined steel bars. The five tested coupled shear walls included three models with normal opening ratio (19%) and two models with large hole ratio (27%). The three models with normal opening included one model with single layer of web reinforcement, two models with single layer of web reinforcement and 75° inclined steel bars in the limbs’ web or at the bottom. Two reinforced concrete coupled shear walls with large hole and single row of reinforcements also were tested with inclined reinforcements or without them. The dynamic characteristics, dynamic response, and failure mode of each model were compared and analyzed. The test and analysis results demonstrate that the inclined steel bars are identified as an efficient means of limiting overall deformation, increasing energy dissipation, and reducing the possible damage by earthquake for reinforced concrete coupled shear walls with single layer of web reinforcement. Thus, reinforced concrete coupled shear walls with inclined steel bars have better seismic performance than reinforced concrete coupled shear walls without inclined steel bars. With appropriate design, reinforced concrete coupled shear walls with single layer of web reinforcement and inclined steel bars can be applied in multi-story buildings.
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Hube, Matías A., Hernán Santa María, Orlando Arroyo, Alvaro Vargas, Javier Almeida, and Mauricio López. "Seismic performance of squat thin reinforced concrete walls for low-rise constructions." Earthquake Spectra 36, no. 3 (March 11, 2020): 1074–95. http://dx.doi.org/10.1177/8755293020906841.

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Thin reinforced concrete (RC) walls with single layer reinforcement have been used for houses and buildings in several Latin American countries. Although some design codes include recommendations for squat thin walls in low-rise constructions, its seismic performance has not been validated adequately in past earthquakes. This article presents the results of an experimental campaign of nine full-scale specimens conducted to characterize the influence of the steel type, the reinforcement ratio, and the wall thickness on the seismic behavior of squat thin RC walls with single layer reinforcement. Both welded wire and deformed bars were used as web reinforcement. Experimental results are used to develop nonlinear models to assess the seismic behavior of a prototype two-story house with welded wire reinforcement and deformed bars by means of incremental dynamic analyses. The experimental results show that the type of steel has the largest influence on wall seismic performance. The numerical results suggest that RC walls with single layer reinforcement are suitable for housing applications up to two stories in high seismicity regions, particularly walls detailed with deformed bars.
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Chen, Wei, Fang Bo Wu, Xu Hong Zhou, and Hai Lin Huang. "Experimental Investigation of Seismic Behavior of a New Type Masonry Walls." Advanced Materials Research 639-640 (January 2013): 732–39. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.732.

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Conventional concrete hollow blocks have vertical single or multiple holes and they have been extensively used in masonry structures and as infill walls in reinforced concrete frame structures. However, most masonry walls using conventional concrete hollow blocks have the shortcoming of poor seismic resistance. A new type concrete hollow block with horizontal-holes has been developed and it could significantly improve the seismic resistance of a masonry wall as well as simplify the construction processes. The new hollow blocks are very easy to build a wall in a construction site and, in particular, they enable a convenient construction of reinforced concrete (RC) horizontal strips in their horizontal cavities and such RC strips can be readily connected to the adjacent RC columns. This provides an innovative seismic resistant measure to enhance the seismic resistance of masonry walls. In order to evaluate the seismic behavior of the new type masonry walls, an experimental investigation was carried out and seven full scale wall specimens were tested under in-plane cyclic loading. The experimental parameters include the number of horizontal RC strips, strength of the hollow blocks, height/width ratio of a wall and, with or without a window opening in the wall. In this paper, the details of the experimental investigation and the main test results are presented and, the characteristics of the seismic behavior of these wall specimens are discussed in relation to the influence of the experimental parameters.
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Aksenov, V. N., Vu Le Quyen, and E. V. Trufanova. "Evaluation of Reinforced Concrete Cylindrical Reservoirs with Single-layered Walls." Procedia Engineering 150 (2016): 1919–25. http://dx.doi.org/10.1016/j.proeng.2016.07.192.

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Saarenheimo, Arja, Kim Calonius, Markku Tuomala, and Ilkka Hakola. "Soft Missile Impact on Shear Reinforced Concrete Wall." Journal of Disaster Research 5, no. 4 (August 1, 2010): 426–36. http://dx.doi.org/10.20965/jdr.2010.p0426.

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In developing numerical approaches for predicting the response of reinforced concrete structures impacted on by deformable projectiles, we predict structural behavior collapse and damage using simple analysis and extensive nonlinear finite element (FE)models. To verify their accuracy, we compared numerical results to experimental data and observations on impact-loaded concrete walls with bending and transverse shear reinforcement. Different models prove adequate for different cases and are sensitive to different variables, making it important to rely on more than a single model alone. For wall deformation in bending mode, deflection is predicted reasonably well by simple four-node shell elements. Where punching dominates, transverse shear behavior must be considered. Formation of a shear failure cone is modeled using three-dimensional solid elements.
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Ismail, Najif, Tamer El-Maaddawy, Amanullah Najmal, and Nouman Khattak. "Experimental in-plane performance of insulated concrete and brick masonry wall panels retrofitted using polymer composites." Bulletin of the New Zealand Society for Earthquake Engineering 51, no. 2 (June 30, 2018): 85–91. http://dx.doi.org/10.5459/bnzsee.51.2.85-91.

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Masonry infilled reinforced concrete frame buildings built prior to the introduction of modern seismic provisions have been observed to undergo damage in and around the masonry infill walls during most recent moderate to severe earthquakes. Fibre reinforced cementitious matrix (FRCM) is one of several retrofitting options available to limit such earthquake induced damage to infill walls. An experimental program was undertaken herein to experimentally investigate the effectiveness of FRCM as a strengthening solution for vintage (i.e. built between 1880 and 1930) un-reinforced brick masonry (URM) and insulated concrete masonry (IMU) infill walls. A total of 16 masonry assemblages were tested under in-plane diagonal load, of these 8 were constructed replicating vintage URM whereas the remainder were constructed using modern IMU. IMU is a preferred masonry type in hot and humid regions owing to its superior insulting capability. Different polymer fabrics (i.e., carbon, glass and basalt) were applied over both faces of test walls, with two replicate test walls receiving the same FRCM strengthening details. One test wall of each masonry type was tested as-built to serve as a control specimen for comparison. One wall of each masonry type received two layers of basalt FRCM. The investigated aspects included stress-strain behaviour, stiffness, and ductility. Shear strength increment observed due to single layer of FRCM application was 422-778% for vintage URM and 307-415% for modern IMU. FRCM also substantially increased the ductility capacity of the masonry assemblages.
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Marsono, Abdul Kadir, and Somaieh Hatami. "Evaluation of Coupling Beams Behavior Concrete Shear Wall with Rectangular and Octagonal Openings." Applied Mechanics and Materials 735 (February 2015): 104–8. http://dx.doi.org/10.4028/www.scientific.net/amm.735.104.

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Reinforced concrete coupled walls are cantilevered shear walls joined by coupling beams and are used in high-rise apartment for many years. Rectangular openings are the most common shape of openings used in shear wall in order to provide doors, windows, entrance to car park areas and elevators or staircases. Behavior of coupling beams affect the strength of coupled walls. This research suggests adding haunches to the corners of rectangular openings and form octagonal openings as a method to increase the strength of coupling beams. The experimental results of shear wall with single band of rectangular and octagonal openings are compared in terms of behavior of coupling beams under cyclic load. The results demonstrate that the coupling beams in shear wall with octagonal openings are stronger than coupling beams in shear wall with rectangular openings.
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Mander, Thomas J., and Zachery I. Smith. "Composite Steel Stud Blast Panel Design and Experimental Testing." Applied Mechanics and Materials 82 (July 2011): 479–84. http://dx.doi.org/10.4028/www.scientific.net/amm.82.479.

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Based on Federal Aviation Authority (FAA) requirements, project specific blast loads are determined for the design of a new airport traffic control tower. These blast loads must be resisted by exterior wall panels on the control tower, protecting building occupants from intentional explosives attack scenarios. Such blast resistant walls are typically constructed of thick reinforced concrete panels or composite steel plate and rolled sections, as conventional building cladding systems have relatively low blast resistance. While these more robust design approaches are valid, the additional cladding mass they represent will significantly increase the base shear and overturning demand in seismic zones. This paper investigates the use of a light structural system comprised of a steel stud wall assembly partially embedded in a thin layer of concrete to obtain composite action. Fiber reinforced polymer (FRP) composites are also included to increase the blast resistance and aid in keeping the panel weight to a minimum. Two full-scale composite steel stud walls are designed, constructed, and tested dynamically in the BakerRisk shock tube. The stud walls consist of back-to-back 150 mm deep, 14 gauge (1.8 mm thick), cold-formed steel studs spaced at 610 mm on center. Both specimens have a 50 mm thick normal weight concrete layer, reinforced with welded wire mesh that is welded to the stud compression flanges to achieve composite action. Two layers of Tyfo® SEH-51A fiber reinforced composites are used on the tension flange of the steel studs. A single layer of Tyfo® SEH-51A composites is used on the tension face of the concrete layer between the studs for one of the specimens. Web stiffeners are used at the bearing support to prevent premature web crippling shear failure of the specimens. The stud walls are analyzed using single-degree-of-freedom (SDOF) models. A non-linear moment-curvature relationship, accounting for actual material constitutive properties, is used for determining the resistance function of the walls. Blast pressure and impulse data from the shock tube tests is used to compare analytical predictions to the measured displacement-time response. Analytical predictions of panel response for both tests are within ten percent of the observed response based on displacement.
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Gur, Turel, AliCihan Pay, Julio A. Ramirez, Mete A. Sozen, Arvid M. Johnson, Ayhan Irfanoglu, and Antonio Bobet. "Performance of School Buildings in Turkey During the 1999 Düzce and the 2003 Bingöl Earthquakes." Earthquake Spectra 25, no. 2 (May 2009): 239–56. http://dx.doi.org/10.1193/1.3089367.

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Several school buildings were surveyed in the disaster areas of the Marmara (17 August 1999, [Formula: see text]), Düzce (12 November 1999, [Formula: see text]), and Bingöl (1 May 2003, [Formula: see text]) earthquakes in Turkey. Among them, 21 reinforced concrete buildings were found to have an identical floor plan. Lateral load resisting structural system consisted of reinforced concrete frames (moment-resisting frame) in 16 of the buildings and structural concrete walls integrated with the moment-resisting frame (dual system) in the remaining five buildings. The number of stories above ground in these buildings ranged from two to four. These school buildings provide a nearly ideal test of the effect of a single important structural characteristic on the performance of buildings with structural designs that are uniform in all other respects. Our observation is that the presence of structural walls improves the behavior of reinforced concrete systems drastically.
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Dissertations / Theses on the topic "Singly Reinforced Concrete Walls"

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Jacques, Eric. "Blast Retrofit of Reinforced Concrete Walls and Slabs." Thesis, Université d'Ottawa / University of Ottawa, 2011. http://hdl.handle.net/10393/19802.

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Mitigation of the blast risk associated with terrorist attacks and accidental explosions threatening critical infrastructure has become a topic of great interest in the civil engineering community, both in Canada and abroad. One method of mitigating blast risk is to retrofit vulnerable structures to resist the impulsive effects of blast loading. A comprehensive re-search program has been undertaken to develop fibre reinforced polymer (FRP) retrofit methodologies for structural and non-structural elements, specifically reinforced concrete slabs and walls, subjected to blast loading. The results of this investigation are equally valid for flexure dominant reinforced concrete beams subject to blast effects. The objective of the research program was to generate a large volume of research data for the development of blast-resistant design guidelines for externally bonded FRP retrofit systems. A combined experimental and analytical investigation was performed to achieve the objectives of the program. The experimental program involved the construction and simulated blast testing of a total of thirteen reinforced concrete wall and slab specimens divided into five companion sets. These specimens were subjected to a total of sixty simulated explosions generated at the University of Ottawa Shock Tube Testing Facility. Companion sets were designed to study one- and two-way bending, as well as the performance of specimens with simply-supported and fully-fixed boundary conditions. The majority of the specimens were retrofitted with externally bonded carbon fibre reinforced polymer (CFRP) sheets to improve overall load-deformation characteristics. Specimens within each companion set were subjected to progressively increasing pressure-impulse combinations to study component behaviour from elastic response up to inelastic component failure. The blast performance of companion as-built and retrofitted specimens was quantified in terms of measured load-deformation characteristics, and observed member behaviour throughout all stages of response. The results show that externally bonded FRP retrofits are an effective retrofit technique to improve the blast resistance of reinforced concrete structures, provided that debonding of the composite from the concrete substrate is prevented. The test results also indicate that FRP retrofitted reinforced concrete structures may survive initial inbound displacements, only to failure by moment reversals during the negative displacement phase. The experimental test data was used to verify analytical techniques to model the behaviour of reinforced concrete walls and slabs subjected to blast loading. The force-deformation characteristics of one-way wall strips were established using inelastic sectional and member analyses. The force-deformation characteristics of two-way slab plates were established using commonly accepted design approximations. The response of all specimens was computed by explicit solution of the single degree of freedom dynamic equation of motion. An equivalent static force procedure was used to analyze the response of CFRP retrofitted specimens which remained elastic after testing. The predicted maximum displacements and time-to-maximum displacements were compared against experimental results. The analysis indicates that the modelling procedures accurately describe the response characteristics of both retrofitted and unretrofitted specimens observed during the experiment.
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Gjata, Marjus. "Seismic Behavior of Dowel Type Precast Panel-Foundation Connection." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017.

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Precast concrete panels are a popular construction technique due to their increased construction speed, low cost and the ability to use the precast concrete elements for structural walls to provide high strength and stiffness when used for structural purposes. Slender precast concrete wall panels are a common construction method for single storey warehouse type buildings. Following the Canterbury earthquake sequence Christchurch from 2010 – 2014, damage was observed in precast concrete wall buildings that resulted in out-of-plane collapse of wall panels. . This project seeks to investigate the behaviour of precast reinforced concrete walls designed for limited ductility under gravity and quasi-static in-plane loading. The main point of interest in this thesis research is to understand the seismic behaviour of the connection as well as the out-of-plane stability of slender panels. To investigate the behaviour of this panel and connection type, three slender precast concrete walls, representing full scale panel geometry were subjected to quasi-static cyclic loading. Two common panel to foundation connection types were studied: 1) threaded inserts and 2) traditional starter bars as well as one alternative connection which was developed as a means to improve the out-of-plane response and understand the impact of this design choice on the in-plane behavior of the wall. For all the three units, the dowel connection performed well and the thin wall failed under flexural failure due to loss of strength cause by fracturing of longitudinal rebars after being buckled under the effects of lateral cyclic loading. Significant horizontal cracking occurred on each of the tests at dowel level except unit threaded insert with 50mm cover behind the head of the insert (TI12-C50-IP) which suffered a secondary horizontal crack at 500mm above the main crack and a diagonal crack at the center of the wall. Moreover, this unit was able to undergo more deformation due to a secondary crack.
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Paterson, James 1974. "Seismic retrofit of reinforced concrete shear walls." Thesis, McGill University, 2001. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=33986.

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A series of four shear wall specimens was tested in order to evaluate a seismic retrofit that has been proposed for the core wall of an existing building in Berkeley, California. Like many reinforced concrete shear walls that were built in the 1960s and early 1970s, the core wall in this building was constructed with reinforcement details that would result in a non-ductile seismic response. These poor details include lap splices in the longitudinal reinforcement in regions where flexural yielding is expected, inadequate confinement of the boundary regions, and inadequate anchorage of the transverse reinforcement. The proposed seismic retrofit involved the use of headed reinforcement, carbon fibre wrap, and reinforced concrete collars at the base of the wall.
The four shear wall specimens were tested under reversed cyclic loading. Two of these walls had a lap splice in the longitudinal steel at the base of the wall and the other two had a lap splice 600 mm from the base of the wall. One of each of these specimens was tested in the 'as-built' condition and the other two were retrofit prior to testing. The test results show that the retrofit strategies were successful in improving the ductility and energy dissipation of the shear walls.
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Pilakoutas, Kypros. "Earthquake resistant design of reinforced concrete walls." Thesis, Imperial College London, 1990. http://hdl.handle.net/10044/1/7215.

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Jabbour, Samer. "Comparative design of reinforced concrete shear walls." Thesis, University of Ottawa (Canada), 2000. http://hdl.handle.net/10393/10755.

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Code provisions for the determination of earthquake loads are intended to give reasonable estimate of the lateral forces that occur on a building as a result of an earthquake. Two major steps can be described in the procedure: the calculation of the base shear based on both the characteristics of the earthquake and the building, and the distribution of the base shear over the stories and the resisting earthquake elements of the building. Reinforced concrete ductile shear walls are the earthquake resisting elements considered in this study. Code provisions for the design of reinforced concrete ductile shear walls are intended to provide adequate reinforcement details and concrete strength to permit inelastic response under major earthquakes without critical damage or collapse. The objective of this study is to provide, using an assumed building in Victoria, British Columbia, detailed description of the design procedures used by different design codes, and to compare the results obtained on the earthquake loads determination and on the reinforcement details provided to the shear walls. The NBCC-1995 and the IBC-2000 design code procedures were used to determine the earthquake design loads in Chapter 2, and the ACI318-99, the CSA-1995 and the NZS-1995 were used to design a reinforced concrete shear wall in Chapter 3. Comparative conclusions are presented Chapter 4. Generally, design of reinforced concrete shear walls using Canadian, American, and New Zealand provisions should be done based on the earthquake loads obtained from code provisions of Canada, the United States, and New Zealand, namely the comprehensive provisions of NBCC-1995/CSA23.3-94, IBC-200/ACI318-99, and NZS:3101:1995 respectively. However, it was necessary in this study to use the same loads in the different reinforced concrete shear wall design procedures in order to make comparative conclusions more effective. Therefore, the earthquake loads obtained from NBCC-1995 provisions were exclusively used to do the three different design procedures of reinforced concrete design using the code provisions of ACI318-99, CSA23.3-94, and NZS:3101:part 1:1995 respectively. The choice was based on the fact that the location of the building is in Canada. The fundamental assumptions that were made in this study include that: the building, described in Section 2.2, is be braced by reinforced concrete ductile shear wall systems, which means that the shear walls resisting system will resist 100% of the lateral forces resulting from an earthquake. The shear wall considered in the design has adequate foundation able to transmit 100% of all structural actions to the ground.
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Baran, Mehmet. "Precast Concrete Panel Reinforced Infill Walls For Seismic Strengthening Of Reinforced Concrete Framed Structures." Phd thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/3/12606137/index.pdf.

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The importance of seismic rehabilitation became evident with 1992 Erzincan Earthquake, after which a large number of reinforced concrete buildings damaged in recent earthquakes required strengthening as well as repair. In the studies related to rehabilitation, it has been realized that inadequate lateral stiffness is one of the major causes of damage in reinforced concrete buildings. Recently, economical, structurally effective and practically applicable seismic retrofitting techniques are being developed in METU Structural Mechanics Laboratory to overcome these kinds of problems. The strengthening technique proposed in this thesis is on the basis of the principle of strengthening the existing hollow brick infill walls by using high strength precast concrete panels such that they act as cast-in-place concrete infills improving the lateral stiffness. Also, the technique would not require evacuation of the building and would be applicable without causing too much disturbance to the occupant. For this purpose, after two preliminary tests to verify the proper functioning of the newly developed test set-up, a total of fourteen one-bay two story reinforced concrete frames with hollow brick infill wall, two being unstrengthened reference frames, were tested under reversed cyclic lateral loading simulating earthquake loading. The specimens were strengthened by using six different types of precast concrete panels. Strength, stiffness, energy dissipation and story drift characteristics of the specimens were examined by evaluating the test results. Test results indicated that the proposed seismic strengthening technique can be very effective in improving the seismic performance of the reinforced concrete framed building structures commonly used in Turkey. In the analytical part of the study, hollow brick infill walls strengthened by using high strength precast concrete panels were modelled once by means of equivalent diagonal struts and once as monolithic walls having an equivalent thickness. The experimental results were compared with the analytical results of the two approaches mentioned. On the basis of the analytical work, practical recommendations were made for the design of such strengthening intervention to be executed in actual practice.
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Micallef, Marianna. "Crack control in base-restrained reinforced concrete walls." Thesis, Imperial College London, 2015. http://hdl.handle.net/10044/1/55245.

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Following casting, concrete undergoes early-age thermal (EAT) and long-term (LT) shrinkage volumetric changes. If restrained to move, concrete invariably cracks due to its low tensile strength. Crack control is of particular concern in structures like retaining walls, liquid-retaining tanks, and cut-and-cover tunnels, where through-cracks can lead to water leakage unless their width is adequately controlled with steel reinforcement. The aim of this thesis is to increase the confidence with which engineers can predict and control crack widths in reinforced concrete (RC) walls with edge restraint and in walls with combined edge and end restraint. The research compares reinforcement areas required to control crack widths to Eurocode 2 (EN 1992) and the previous UK code (BS 8007). EN 1992 can require very different areas of reinforcement to BS 8007 to control crack widths – more in some situations (e.g. in walls with end restraint and in thick sections) and less in other (e.g. in thin sections) – both being of equal concern to the construction industry. In addition, there is no guidance for reinforcement design to control cracking in walls with combined edge and end restraint, which is very common in practice (e.g. RC wall cast on a stiff base and between adjacent pours). In such situations, the engineer very often uses end restraint design equations leading to onerous designs. Experimental data on edge-restrained walls are limited, and data for walls with combined edge and end restraint are not available in literature. For these reasons, an experimental methodology has been designed and developed by the author to investigate the influence of different reinforcement arrangements on early-age (EA) and LT crack widths in RC walls restrained at their bases and in walls restrained at their bases and ends. The tested walls measured 3.5 m long by 180 mm thick with heights of 500 mm or 750 mm and were monitored over a period of several months to allow for both EA and LT shrinkage cracks to develop. Temperatures, wall displacements, surface strains, crack widths and crack spacings were carefully monitored over this period. Because of time, cost and laboratory space constraints, it was not possible to systematically vary all parameters believed to influence cracking in the tests. A non-linear finite element analysis (NLFEA) program, ADAPTIC, was thus used as an important tool to extend the laboratory study using time-dependent and time-independent models. Initially, test results were used to validate the NLFEA. Once verified, parametric studies were conducted and the influence of various parameters not investigated in the tests were carried out, including the effects of the ratio of bar diameter to reinforcement ratio, wall aspect ratio and wall height on crack widths in edge-restrained walls and in walls with combined edge and end restraint. The main findings from the experimental and numerical investigations are highlighted in this thesis. In particular, the thesis highlights the importance of the wall geometry (i.e. wall aspect ratio and wall height) in the prediction of crack widths in edge-restrained walls. This thesis concludes by comparing these findings to available design code rules and by suggesting an improved method to design reinforcement against cracking in edge-restrained walls. Test and NLFEA results suggest that code end restraint equations do not give sensible crack width predictions in walls with combined edge and end restraint. This thesis suggests to design reinforcement against EA and LT cracking in walls with combined edge and end restraint based on the design method used to design reinforcement in edge-restrained walls.
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Layssi, Hamed. "Seismic retrofit of deficient reinforced concrete shear walls." Thesis, McGill University, 2013. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=119578.

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This research describes an experimental and analytical investigation to evaluate the seismic performance of poorly designed and detailed reinforced concrete (RC) flexural shear walls both in their as-built conditions and after being retrofitted. Older shear walls have several deficiencies which make them vulnerable in case of moderate to severe earthquakes. Full-scale shear wall specimens were constructed and tested under reversed cyclic loading. Two different techniques were chosen to retrofit the deficient walls in order to improve the overall performance. A retrofit technique using Carbon Fibre Reinforced Polymer (CFRP), having minimum intervention, was studied to determine the seismic performance. A more labour-intensive repair technique, including the addition of a reinforced concrete jacket in the critical region (location of potential plastic hinging and lap splices of vertical bars) together with CFRP wrapping was also studied. The responses obtained from experiments were used to develop behavioural models, capable of representing the global responses of the walls, as well as critical failure modes observed in the experiments. These models provide useful tools for predicting the complete reversed cyclic loading responses of shear walls. The analytical models were used to predict the responses of a deficient prototype wall-frame structure in its original condition as well as after retrofit, subjected to different seismic hazard levels. This study enabled an evaluation of the performance of the prototype structure to determine the effectiveness of retrofit and repair measures.
Cette recherche présente une étude expérimentale et analytique pour évaluer la performance sismique des murs des contreventements déficients avant et après réhabilitation sismique. Les murs représentent la construction typicalité des 1960's et ils sont plusieurs déficiences. Les murs à grande échelle ont été construits et soumises à des charges cycliques alternées. Deux techniques différentes ont été choisies et examiné pour la réhabilitation sismique des murs déficients. Une méthode de dimensionnement de réhabilitation sismique, avec l'intervention minimale, utilisant de polymères renforcés de fibres de carbone (PRFC). La deuxième technique compris l'ajout d'une chemises en béton armé (renforcés de fibres d'acier et des armatures) dans la région critique (la région de rotule plastique potentielle et du chevauchement des armatures verticales), accompagnée PRFC pour l'amélioration résistance cisaillement de murs. Les réponses obtenues à partir d'expériences fournissent des informations importantes sur les caractéristiques des murs des contreventements qui peuvent être utilisées pour développer modèles comportementaux et calibrer des techniques de prédictions numériques. Ces modèles sont capables de représenter les réponses globales des murs. Les modèles numérique ont été utilisés pour prédire les réponses d'un vieux bâtiment (ossatures résistantes au moment munies de murs de contreventement) de cinq étages en béton armé dimensionne selon le code 1963 de l'ACI ((American Concrete Institute) et Code national du bâtiment 1965 du Canada (CNBC), et pourrait être vulnérables lors de séismes forts ou même modères. Le bâtiment est analyse (statique pushover et l'analyse dynamique de l'historique temporel) dans le régime non-linéaire avant et après réhabilitation séismique des murs.
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Ho, Yin Bon. "Enhancing the ductility of non-seismically designed reinforced concrete shear walls /." View abstract or full-text, 2006. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202006%20HO.

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Wilkinson, Ryan Jeffrey. "Behavior of Unreinforced Lightweight Cellular Concrete Backfill for Reinforced Concrete Retaining Walls." BYU ScholarsArchive, 2021. https://scholarsarchive.byu.edu/etd/9101.

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Lightweight cellular concrete (LCC) is a mixture of cement, water and foam, with a density less than 50 pcf. This material is being used increasingly often in a variety of construction applications due to its self-leveling, self-compacting, and self-consolidating properties. LCC may be used as a backfill or structural fill in areas where traditional granular backfill might normally be used. This material may be especially advantageous in areas where the underlying soil may not support the weight of a raised earth embankment. Testing on the behavior of LCC when used as backfill behind retaining walls is relatively limited. The effects of surcharge on the development of active pressure material are unknown. Two large-scale active pressure tests were conducted in the structures laboratory of Brigham Young University. Each test was performed within a 10-ft x 10-ft x 12-ft box that was filled with four lifts of LCC. Hydraulic jacks mounted to a steel reaction frame provided a surcharge load to the LCC surface. In the first test, the LCC was confined on three sides by the reaction frame, while the fourth side was confined by a reinforced concrete cantilever (RCC) wall. Both vertical and horizontal pressures and deflections were measured to determine the effect of the surcharge load on the development of active pressure behind the wall. In the second test, the LCC was confined on three sides and exposed on the fourth. Surcharge was applied to this sample in a similar fashion until the LCC reached ultimate failure. Vertical pressures and displacements, along with horizontal displacements, were measured in this test. Sample cylinders of LCC were cast at the time the test box was filled. These samples were tested periodically to determine the material strength and density. It was observed that the LCC backfill developed active pressure most similarly to a granular soil with a friction angle of 34º and a cohesion between 700 and 1600 psf. The RCC wall was seen to add vertical bearing capacity to the LCC, as well as prevent the catastrophic and brittle failure seen in the free-face test. It was also observed that an induced shear plane in the material dramatically decreased the total bearing capacity when compared to a uniformly loaded specimen with no induced shear plane. The results of this study were compared with design parameters given in previous research, and new design suggestions are presented herein.
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Books on the topic "Singly Reinforced Concrete Walls"

1

Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Farrar, C. R. Stiffness of low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Ellis, Reed Maxwell. Behavior and design of reinforced concrete ice-resisting walls. Edmonton, Alta., Canada: Dept. of Civil Engineering, University of Alberta, 1988.

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Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Farrar, C. R. Stiffness of low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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P, Hughes B. Control of thermal and shrinkage cracking in restrained reinforced concrete walls. London: CIRIA, 1991.

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Linde, Peter. Numerical modelling and capacity design of earthquake-resistant reinforced concrete walls. Basel: Birkhäuser, 1993.

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Poukhonto, L. M. Durability of concrete structures and constructions: Silos, bunkers, reservoirs, water towers, retaining walls ; translated from Russian. Lisse: Balkema, 2003.

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Thurlimann, Bruno. Design of masonry walls and reinforced concrete columns with column-deflection-curves. Basel: Birkhauser, 1987.

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Book chapters on the topic "Singly Reinforced Concrete Walls"

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Giarlelis, Christos, Evlalia Lamprinou, and Constantinos Repapis. "Seismic Rehabilitation of a School Building in Cephalonia, Greece." In Case Studies on Conservation and Seismic Strengthening/Retrofitting of Existing Structures, 1–20. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/cs002.001.

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<p>The 2014 earthquake sequence in Cephalonia, Greece, resulted in a number of structural failures. In Argostoli, the capital of the island, a school building suffered light damage; however, the structural assessment following the analysis procedures of the recently published Greek Code for Structural Interventions, showed that seismic strengthening is required. The structure was built on the aftermath of the catastrophic 1953 Ionian earthquake sequence based on older code requirements, which are much outdated, as indicated from the results of both modal response spectrum analyses and non-linear static analyses. The retrofit aims to increase the very low structural capacity of the building and as a means for that the use of concrete jackets is selected. Based on the results of the assessment, it was decided that concrete jackets should be applied to all columns, while large structural walls running along the transversal direction were strengthened with single-sided reinforced concrete jacketing. The interventions are limited by architectural demands and cost considerations. However, analyses of the strengthened structure show that the interventions improve its seismic behaviour adequately. The detailing of interventions is thoroughly presented. What makes this case study interesting is the unusual structural system of the building, which is an ingenious combination of frame elements and lightly reinforced concrete walls and its behaviour to one of the strongest recent Greek earthquakes. The rehabilitation study had to model correctly the structure and propose interventions that were in agreement with the architectural demands and the cost consideration.</p>
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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–328. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-13058-0_11.

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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–326. London: Macmillan Education UK, 1987. http://dx.doi.org/10.1007/978-1-349-18825-3_11.

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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–328. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-20929-3_11.

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Mosley, W. H., J. H. Bungey, and R. Hulse. "Water-retaining structures and retaining walls." In Reinforced Concrete Design, 274–304. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7_11.

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Kollerathu, Jacob Alex. "Curvature Ductility of Reinforced Masonry Walls and Reinforced Concrete Walls." In Lecture Notes in Civil Engineering, 9–23. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-2826-9_2.

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Mosley, W. H., R. Hulse, and J. H. Bungey. "Foundations and Retaining Walls." In Reinforced Concrete Design to Eurocode 2 (EC2), 311–49. London: Macmillan Education UK, 1996. http://dx.doi.org/10.1007/978-1-349-13413-7_10.

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Hsu, Thomas T. C. "Shear Ductility and Energy Dissipation of Reinforced Concrete Walls." In Infrastructure Systems for Nuclear Energy, 185–202. Chichester, UK: John Wiley & Sons, Ltd, 2013. http://dx.doi.org/10.1002/9781118536254.ch12.

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Beßling, Markus, Udo Antons, and Jeanette Orlowsky. "Potentials of Textile Reinforced Concrete for Lightweight Noise Protection Walls." In High Tech Concrete: Where Technology and Engineering Meet, 2538–45. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-59471-2_289.

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Mihanović, A., B. Jaramaz, and F. Damjanić. "Finite Element Analysis of Seismic Response of Reinforced Concrete Walls." In Computational Mechanics ’86, 953–57. Tokyo: Springer Japan, 1986. http://dx.doi.org/10.1007/978-4-431-68042-0_137.

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Conference papers on the topic "Singly Reinforced Concrete Walls"

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Nie, Jinsuo, Joseph I. Braverman, Charles H. Hofmayer, and Syed A. Ali. "Evaluation of Simplified Methods for Estimating Shear Capacity Using JNES/NUPEC Low-Rise Concrete Shear Wall Cyclic Test Data." In ASME 2008 Pressure Vessels and Piping Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/pvp2008-61841.

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The simplified methods in current codes for determining the shear capacity of reinforced concrete shear walls had mostly been validated using the test results of single-element shear walls. Recently available JNES/NUPEC test data of reinforced concrete shear walls under multi-directional cyclic loadings provided a unique opportunity to investigate the adequacy of the simplified methods for use in situations with strong interaction effects. A total of 11 test specimens with aspect ratios between 0.47 and 0.87 have been used in the assessment. Two simplified methods from the ACI 349-01 standard [1] and one from the ASCE 43-05 standard [2] have been evaluated. This paper also presents the development of an adjustment factor to consider the aspect ratio and the development of two approaches to consider interaction effects for one of the simplified methods. It concludes with the insights on the applicability of the code methods when interaction effects exist.
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Jung, Se-Kwon, Joseph Harrold, and Nawar Alchaar. "Load Combination Reduction Methodology for the US EPR™ Standard Nuclear Power Plant." In ASME 2012 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/pvp2012-78369.

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The Safety-Related structures of the U.S. EPR™ Standard Nuclear Power Plant (NPP) predominantly consist of reinforced concrete shear walls and slabs; thus they are typically modeled using shell finite elements and analyzed and designed for a large number of applicable load combinations. This paper presents a load combination reduction methodology that has been specifically developed for and applied to these types of structural elements in order to methodically reduce the full set of applicable load combinations to a manageable sub-set of load combinations, termed “controlling load combinations” for structural design purposes. Load combination reduction criteria involve code-specified section capacities (i.e., allowables), structural demands (i.e., forces and moments), and demand-to-capacity ratios (DCR) as complemented by reinforcing ratios. For a particular Safety-Related structure or portions thereof, the controlling load combination produces the most demanding forces and moments relative to design allowables in accordance with applicable codes and standards for reinforced concrete design, resulting in the highest DCR among all applicable load combinations. To facilitate the load combination reduction process, portions or segments of a particular Safety-Related structure that are in close proximity and thereby most likely to be designed for a common reinforcement pattern are identified and grouped as a single design component and termed an “evaluation level component.” It is demonstrated that the load combination reduction methodology developed herein is instrumental in narrowing down numerous applicable load combinations to a sub-set of controlling load combinations for the U.S. EPR™ Nuclear Island Safety-Related structures.
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Rickman, Denis D., John Q. Ehrgott, Stephen A. Akers, Jon E. Windham, and Dennis W. Moore. "Explosive Removal of Concrete From Reinforced Walls." In ASME 2007 Pressure Vessels and Piping Conference. ASMEDC, 2007. http://dx.doi.org/10.1115/pvp2007-26831.

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During the past several years, the US Army has focused considerable attention toward developing improved methods for breaching walls in the urban combat environment. A major thrust area is centered on finding improved methods to breach the toughest wall type that Army units are likely to face: a double (steel) reinforced concrete (RC) wall. One impediment to this effort is that the relationship between the contact explosive charge configuration and the quantity of concrete removed has not been thoroughly understood. The U.S. Army Engineer Research and Development Center has conducted a research effort to better define the effectiveness of various explosive charge configurations in breaching RC walls. This paper presents a discussion of results from this research.
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Lemieux, M.-A., and S. Koboevic. "ROCKING RESPONSE OF TALLER REINFORCED CONCRETE WALLS." In 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2014. http://dx.doi.org/10.7712/120113.4711.c1412.

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Si, Lin Jun, Guo Qiang Li, and Fei Fei Sun. "Ductility Calculation of Reinforced Concrete Shear Walls." In 7th International Conference on Tall Buildings. Singapore: Research Publishing Services, 2009. http://dx.doi.org/10.3850/9789628014194_0015.

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Campidelli, Manuel, Wael W. El-Dakhakhni, Michael J. Tait, and Waleed Mekky. "Resilience of Masonry Systems in Nuclear Power Plants Under Blast Risk." In ASME 2017 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/pvp2017-65301.

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The resilience of the built environment to high explosives poses a significant challenge to the professionals tasked with the design of blast resistant facilities. Current standards — including the ASCE 59-11 and CSA S850-12 — fail to address this challenge in design provisions targeting a single parameter of structural performance, while neglecting other key indicators of performance recovery that define the very concept of resilience. In order to investigate their significance in the design process, two resilience parameters known as robustness and rapidity are evaluated for an archetype blast scenario — a nuclear power plant (NPP) featuring reinforced concrete block masonry walls exposed to a blast hazard, namely, the detonation of an explosive charge within an open (outdoor) area of the industrial complex. The adopted methodology integrates resilience–based analysis and probabilistic risk assessment, in order to account for the uncertainties associated with threat (attack likelihood); hazard (attacker’s success likelihood); load input variables — including location, mass, and type of explosive; resistance variables — including material properties and wall geometry; and loss variables — including the costs of repair and replacement. Based on the current analysis, recommendations are made to incorporate resilience metrics in standards for blast protection, so as to foster more resilient industrial facilities.
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Lawver, Darrell, Darren Tennant, John Mould, and Howard Levine. "Impact of Aircraft Engines Into Reinforced Concrete Walls." In ASME 2002 Pressure Vessels and Piping Conference. ASMEDC, 2002. http://dx.doi.org/10.1115/pvp2002-1147.

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Major components of storage facilities and nuclear power plants are designed using reinforced concrete walls. Accidental or intentional impact of these structures by aircraft is a concern. The potential for penetration of these facilities by the aircraft or its components and the subsequent damage to the contents and release of toxic substances is a major concern. This paper focuses on analyzing the impact of jet engines into heavily reinforced concrete walls. These engines are among the stiffest and most massive components of an aircraft and the most likely to seriously damage and penetrate the reinforced concrete. We model both the engine and the reinforced concrete deformations using failure models for reinforced concrete and metals. Unlike many projectile impact problems, the impacting engine cannot be considered to be rigid. A large amount of energy is consumed in the plastic deformation and fracture of the engine components. The reinforced concrete is modeled using hexahedral elements for the concrete and beam elements for the rebar reinforcement. An advanced three invariant viscoplastic softening cap constitutive model describes the ductile and brittle rate-dependent characteristics of concrete. The rebar is modeled using a rate dependent, strain hardening von Mises formulation with failure controlled by fracture energy dissipation. A similar constitutive model is employed for the shell elements used to represent the engine components. These failure models are included in the FLEX large deformation finite element code which uses an explicit, central difference solution procedure with subcycling to solve the equations of motion. Element erosion using different criteria for concrete and metals is used to remove severely distorted and failed elements. Procedures used to mitigate the deleterious and unrealistic effects of hourglass control and viscoplasticity in the softening and failure regimes are discussed. The results from the computations are compared with experimental data generated by impacting a TF-30 engine into a two foot thick concrete wall.
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Sivaguru, V. "Behaviour of reinforced concrete squat shear walls with utility openings." In 10th International Conference on Fracture Mechanics of Concrete and Concrete Structures. IA-FraMCoS, 2019. http://dx.doi.org/10.21012/fc10.235488.

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Holschemacher, K. "Textile reinforced slabs and prefabricated double walls." In ICTRC'2006 - 1st International RILEM Conference on Textile Reinforced Concrete. RILEM Publications SARL, 2006. http://dx.doi.org/10.1617/2351580087.031.

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Mertz, Greg, and Thomas Houston. "Seismic Analysis of Reinforced Concrete Walls With Granular Infill." In ASME 2006 Pressure Vessels and Piping/ICPVT-11 Conference. ASMEDC, 2006. http://dx.doi.org/10.1115/pvp2006-icpvt-11-93610.

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Reinforced concrete walls sandwiching granular infill may be used to enhance missile protection of selected facilities. Two behaviors complicate the seismic response of the assemblage of granular material contained by the two concrete wall elements. First, the granular material tends to settle when the walls pull apart in a breathing mode. This settling increases the lateral pressure acting on each wall, generating a set of forces that acts to spread the walls apart. Settling of the granular material combined with spreading of the walls results in breathing mode deformations that can occur in a ratcheting behavior, with the walls moving progressively further apart with each cycle of strong ground motion. Second, friction forces develop between the two walls and granular material. These forces may cause partial flexural coupling of the two walls (i.e., partial composite action). Soil mechanics solutions for lateral soil pressure acting in trenches are adapted to predict the lateral pressure of granular infill. The granular material is represented by a bilinear lateral response representing the active flow regime. The seismic response of granular infill concrete walls is studied using nonlinear finite element analysis. Simple structural models appropriate for routine seismic analysis that capture important aspects of the seismic response are proposed.
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Reports on the topic "Singly Reinforced Concrete Walls"

1

Davidson, James S., John M. Hoemann, Jonathon S. Shull, Hani A. Salim, Robert J. Dinan, Michael I. Hammons, and Bryan T. Bewick. Full-scale Experimental Evaluation of Partially Grouted, Minimally Reinforced Concrete Masonry Unit (CMU) Walls Against Blast Demands. Fort Belvoir, VA: Defense Technical Information Center, November 2010. http://dx.doi.org/10.21236/ada555022.

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