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Relevant bibliographies by topics / Reinforced concrete column

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Academic literature on the topic 'Reinforced concrete column'

Author: Grafiati

Published: 4 June 2021

Last updated: 30 May 2022

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Journal articles on the topic "Reinforced concrete column"

1

Mohamed Sayed, Ahmed, Mohamed Mohamed Rashwan, and Mohamed Emad Helmy. "Experimental Behavior of Cracked Reinforced Concrete Columns Strengthened with Reinforced Concrete Jacketing." Materials 13, no. 12 (June 24, 2020): 2832. http://dx.doi.org/10.3390/ma13122832.

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Reinforced concrete (RC) columns often need to be strengthened or rehabilitated to allow them to carry the loads applied to them. In previous studies, RC columns have been strengthened by jacketing, without considering the occurrence of cracking. In this study, the behavior of RC columns strengthened externally by jacketing after cracking is analyzed. The accuracy of the existing models was verified by analyzing the performance of fifteen RC columns with different cross-sections to determine the effect of new variables, such as the column size, amount of steel reinforcement, and whether the column was cracked or not, on the effectiveness of strengthening. The analysis demonstrated that this strengthening technique could effectively improve both the ductility and strength of RC column cross-sections. The results indicate that the model suggested by the ACI-318 code can predict the ultimate load capacity of RC columns without strengthening, or strengthened by RC jacketing before or after cracking, with higher accuracy and material efficiency. The RC columns without strengthening met the safety limit of the ACI-318 model. However, for strengthened columns, a reduction coefficient must be used to enable the columns to meet the safety limit, with values of 94% and 76% for columns strengthened before and after cracking, respectively. Furthermore, strengthening after cracking affects the ultimate load capacity of the column, with 15.7%, 14.1%, and 13.5% lower loads for square, rectangular, and circular columns than those strengthened before cracking, respectively.

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Pei, Weichang, Daiyu Wang, Xuan Wang, and Zhenyu Wang. "Axial monotonic and cyclic compressive behavior of square GFRP tube–confined steel-reinforced concrete composite columns." Advances in Structural Engineering 24, no. 1 (July 20, 2020): 25–41. http://dx.doi.org/10.1177/1369433220934557.

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Fiber-reinforced polymer tube–confined steel fiber–reinforced concrete column is a novel composite column proposed recently, which consists of a traditional steel-reinforced concrete column and an external glass fiber–reinforced plastic tube for lateral confinement. In order to investigate the axial compression behavior of steel fiber–reinforced concrete columns, a total of 16 square specimens were fabricated and tested under axial monotonic and cyclic compressive loading. Three different configurations of inner shaped steels, including cross-shaped, box-shaped with wielding, and box-shaped without wielding were considered. Two thicknesses of glass fiber–reinforced concrete tubes were also considered as the main experimental parameters. On the basis of test results, a thorough analysis of the failure process based on strain analysis was discussed. The test results showed that steel fiber–reinforced concrete columns exhibited higher ductility and load capacity compared with fiber-reinforced plastic–confined plain concrete columns. Two quantitative indexes were proposed to measure the confinement of steel fiber–reinforced concretes. The axial cyclic mechanical behaviors were discussed through comparative analysis with monotonic behaviors. The remnant strains and modulus of the cyclic behaviors were also discussed.

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Panjwani, Prakash, and Dr S. K. DUBEY. "Study of Reinforced Concrete Beam-Column Joint." International Journal of Engineering Research 4, no. 6 (June 1, 2015): 321–24. http://dx.doi.org/10.17950/ijer/v4s6/610.

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Nhabih, Hussein Talab, Ahmed M. Hussein, and Marwa Marza Salman. "Study a Structural Behavior of Eccentrically Loaded GFRP Reinforced Columns Made of Geopolymer Concrete." Civil Engineering Journal 6, no. 3 (March 1, 2020): 563–75. http://dx.doi.org/10.28991/cej-2020-03091492.

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This study investigated a modern composite material, which is a short geopolymer concrete column (GPCC) reinforced by GFRP bars. The structural performances of GPCC subjected to eccentric load were studied and compared to the normal strength concrete column (NSCC) reinforced by steel bars. In this study, the primary experimental parameters were the reinforcement bars types, load eccentricity, and concrete types. Seven short columns were tested: three normal strength concrete columns reinforced by steel bars, three geopolymer concrete columns reinforced by GFRP bars and one normal strength concrete column without reinforcement. The model dimensions chosen in the present study was a square section of 130×130 mm and a total height of 850 mm. It was shown that the steel bars contribute about 16.47% of column capacity under concentric load. Comparing with the normal strength concrete column, a geopolymer concrete column reinforced by GFRP bars showed a little increase in ultimate load (5.17%) under concentric load. Under the load eccentricity of 130 mm, a geopolymer concrete column reinforced by GFRP bars showed a significant increase in the ultimate load (69.37%). Under large eccentricity, a geopolymer concrete column reinforced by GFRP bars has an outstanding effect on the columns' ultimate load capacity. Also, the sine form can be utilized for GPCC to find the lateral deflection along with the column high at different load values up to the failure.

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Xu, Pi Yuan, Lin Lin Ren, and Ya Feng Xu. "The Antiknock Property Research of L Steel Reinforced Concrete Special-Shaped Column in the Different Thicknesses of Steel Bone in Blast Loads." Applied Mechanics and Materials 351-352 (August 2013): 654–57. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.654.

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In this paper, L steel reinforced concrete special-shaped columns are established by the finite element analysis software ABAOUS and we simulate and analyze models in blast loads. The main purpose is to study the antiknock property of L steel reinforced concrete special-shaped column in the different thicknesses of steel bone. We change the thickness of steel bone to get the time-displacement curve of L steel reinforced concrete special-shaped columns in blast loads. On the basis of the study we draw the conclusion: the antiknock property of L steel reinforced concrete special-shaped column is better than L reinforced concrete column and with the increasing of the thickness of steel bone the antiknock property of L steel reinforced concrete special-shaped column has enhanced.

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6

Bao, Yanhong, Bowen Chen, and Lei Xu. "Analysis of Concrete-Filled Steel Tube Reinforced Concrete Column-Steel Reinforced Concrete Beam Plane Frame Structure Subjected to Fire." Advances in Civil Engineering 2021 (April 7, 2021): 1–12. http://dx.doi.org/10.1155/2021/6620030.

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The ABAQUS finite-element analysis platform was used to understand the mechanical behavior of concrete-filled steel tube reinforced concrete (CFSTRC) columns and steel reinforced concrete (SRC) beam plane frames under fire conditions. Thermal parameters and mechanical constitutive model of steel and concrete materials were reasonably selected, the correct boundary conditions were chosen, and a numerical model for the thermal mechanical coupling of CFSTRC columns and SRC beam plane frame structure was established. The finite-element model was verified from related experimental test results. The failure modes, deformation, and internal force distribution of the CFSTRC column and SRC beam plane frames were analyzed under ISO-834 standard fire conditions and with an external load. The influence of beam and column fire-load ratio on the fire resistance of the frame structure was established, and the fire-resistance differences between the plane frame structures and columns were compared. The CFSTRC column-steel reinforced concrete beam plane frame may undergo beam failure or the column and beam may fail simultaneously. The frame structure fire-resistance decreased with an increase of column and beam fire-load ratio. The column and beam fire-load ratio influence the fire resistance of the frames significantly. In this numerical example, the fire resistance of the frames is less than the single columns. It is suggested that the fire resistance of the frame structure should be considered when a fire-resistant structural engineering design is carried out.

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Purba, Burt K., and Aftab A. Mufti. "Investigation of the behavior of circular concrete columns reinforced with carbon fiber reinforced polymer (CFRP) jackets." Canadian Journal of Civil Engineering 26, no. 5 (October 1, 1999): 590–96. http://dx.doi.org/10.1139/l99-022.

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Recent advancements in the fields of fiber reinforced polymers (FRPs) have resulted in the development of new materials with great potential for applications in civil engineering structures, and due to extensive research over recent years, FRPs are now being considered for the design of new structures. This study describes how carbon fiber reinforced polymer jackets can be used to reinforce circular concrete columns. Fibers aligned in the circumferential direction provide axial and shear strength to the concrete, while fibers aligned in the longitudinal direction provide flexural reinforcement. Prefabricated FRP jackets or tubes would also provide the formwork for the columns, resulting in a decrease in labor and materials required for construction. Also, the enhanced behavior of FRP jacketed concrete columns could allow the use of smaller sections than would be required for conventionally reinforced concrete columns. Furthermore, FRP jacket reinforced concrete columns would be more durable than conventionally reinforced concrete columns and therefore would require less maintenance and have longer service life.Key words: bridge, carbon, column, concrete, confinement, fiber reinforced polymer, jacket, retrofitting, seismic, strengthening.

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Niu, Jiangang, Wenming Xu, Jingjun Li, and Jian Liang. "Influence of Cross-Sectional Shape on the Mechanical Properties of Concrete Canvas and CFRP-Reinforced Columns." Advances in Materials Science and Engineering 2021 (May 11, 2021): 1–14. http://dx.doi.org/10.1155/2021/5541587.

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Fiber-reinforced polymer (FRP) wrapping has become an attractive strengthening technique for concrete columns. However, the ingress of corrosion into the concrete through the gap of CFRP fiber greatly reduces the durability of concrete and the bearing capacity of specimens. Concrete canvas, a kind of corrosion-resistant and refractory material, is a promising method to enhance durability and carrying capacity. In this study, the concrete canvas (CC) and carbon fiber-reinforced polymer (CFRP) were used to jointly reinforce columns with square cross section, octagonal cross section, circular cross section, and elliptical cross section. The influence of section shape on the strengthening effect of the axial compression column was investigated by the axial compression test. The results showed that the section shape had a significant influence on the reinforcement effect of the axial compression column. The carrying load capacity and ductility coefficient of different columns follow this order: square column < oval-shaped columns < octagonal columns < circle columns. The increased amplitude of bearing capacity for the different columns with the increase of CC layers follows this order: square columns < oval-shaped columns < circle column < octagonal columns. Compared with the unconstraint columns, the bearing capacity of adopting two-layer CC columns increased by 129%, 155%, 150%, and 139% for the square, octagonal, circular, and elliptical columns, respectively. The octagonal column has the largest increase range. Compared with the unconstraint columns, the bearing capacity of adopting two-layer CC columns increased by 348%, 318%, 310%, and 296% for the square, octagonal, elliptical, and circular columns, respectively. The square column has the largest increase range. The stress concentration phenomenon of all section shapes was weakened after the CC was used. The application of the CC on CFRP-reinforced columns improves column ductility significantly, with some degree of increase in bearing capacity.

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Park, Jong Wook, Sang A. Cha, Ji Eun Kang, Mohamad Mansour, and Jung Yoon Lee. "Axial Strain of Reinforced Concrete Columns." Advanced Materials Research 163-167 (December 2010): 1858–61. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1858.

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The reinforced concrete members are designed to fail in flexural member to behave ductilely. Also the failure doesn’t impose on columns but beams. But according to the plastic collapse mechanism, the plastic hinge potentially developed at the bottom of the RC column near the base of the structure after flexural yielding. These columns are generally dominated by shear which led to sudden failure in post yielding region because of its relatively short span-to-depth ratio, so special care is needed. The deformability of column with short span-to-depth ratio is small compared with larger span-to-depth ratio column under reversed cyclic loading. Therefore the design of these kinds of RC columns necessitates the prediction of both the shear strength after flexural yielding and corresponding ductility of such members. Ten RC columns with varying axial force ratio and shear reinforcement ratio were tested under monotonic and reversed cyclic loading. The most affectable factor to column behavior was the axial force. The result indicates that concrete contribution to shear resistance in the plastic hinge region and axial strain were decreased as axial force.

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VIRGENS, J. P., R. B. GOMES, L. M. TRAUTWEIN, G. N. GUIMARÃES, and A. P. R. VAZ. "Experimental analysis of eccentrically loaded reinforced concrete columns with an added jacket of self-compacting concrete." Revista IBRACON de Estruturas e Materiais 12, no. 2 (April 2019): 329–36. http://dx.doi.org/10.1590/s1983-41952019000200007.

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Abstract This paper presents the experimental study of eccentrically loaded reinforced concrete columns with an added 35 mm self-compacting concrete jacket attached to the column’s most compressed face using wedge bolts. Nine columns with a 2000 mm height were tested under compression and one-way bending until failure. Columns were denominated as original column (PO) with a cross section of 120 mm x 250 mm; reference column (PR) with a cross section of 155 mm x 250 mm, and seven columns with an initial cross section of 120 mm x 250 mm and later reinforced by the addition of 35 mm self-compacting concrete layer and various configurations of wedge bolts. Except for the original column PO, the columns were submitted to a 42.5 mm load eccentricity due to the added concrete layer at the compressed face. Although failure of the wedge bolts did not occur, it was not possible to prevent detachment of the added layer. The results indicate that it is possible to structurally rehabilitate reinforce concrete columns with the use of the strengthening methodology used in this research, resulting in average ultimate load capacity gains of 271% compared to original column’s ultimate load.

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Dissertations / Theses on the topic "Reinforced concrete column"

1

Hamil, Stephen J. "Reinforced concrete beam-column connection behaviour." Thesis, Durham University, 2000. http://etheses.dur.ac.uk/1523/.

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2

熊朝暉 and Zhaohui Xiong. "Reinforced concrete column behavior under cyclic loading." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2001. http://hub.hku.hk/bib/B31243836.

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Xiong, Zhaohui. "Reinforced concrete column behavior under cyclic loading /." Hong Kong : University of Hong Kong, 2001. http://sunzi.lib.hku.hk/hkuto/record.jsp?B23530121.

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Lau, Shuk-lei. "Rehabilitation of reinforced concrete beam-column joints using glass fibre reinforced polymer sheets." Click to view the E-thesis via HKUTO, 2005. http://sunzi.lib.hku.hk/hkuto/record/B32001630.

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Lau, Shuk-lei, and 劉淑妮. "Rehabilitation of reinforced concrete beam-column joints using glass fibre reinforced polymer sheets." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2005. http://hub.hku.hk/bib/B32001630.

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6

Yacoub, Mohamad Toufic 1957. "PERFORMANCE CRITERIA FOR REINFORCED CONCRETE BEAM-COLUMN CONNECTIONS." Thesis, The University of Arizona, 1986. http://hdl.handle.net/10150/275564.

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7

Parker, Daniel Edward. "Shear strength within reinforced concrete beam-column joints." Thesis, University of Bolton, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.492666.

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Reinforced concrete is an economical construction material and is widely used throughout the world in buildings and bridges. The shear strength within beam-column joints in reinforced concrete structures has been identified as an area where further research is still needed in order to form reliable design methods. The aim of this research programme has been to develop a rational analytical model which can be used conveniently in the design of beam-column joints. The work consists of a brief literature review, an extensive experimental programme and the development of a new analytical model for predicting the strength of beam-column joints. The new analytical model is a development of the strut-and-tie model and is believed to be original in two ways: (a) The influence of the shear span and the spacing of the links (if any) are considered directly. (b) The inclination of the compression field is determined by maximising the contribution of the concrete to the stiffness of the member in shear. The new analytical model is shown to predict the strength of the test specimens and of many specimens reported in the literature more reliably than current design codes and standards

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8

Lloyd, Alan Eric Walker. "Blast Retrofit of Reinforced Concrete Columns." Thesis, Université d'Ottawa / University of Ottawa, 2015. http://hdl.handle.net/10393/32389.

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Explosives place large demands on the lateral load carrying capacity of structures. If these loads are applied on columns, the high pressure transient loads from explosives can result in significant damage to the primary gravity load carrying elements. The loss of these elements, which are responsible from overall strength and stability of the structure, may cause collapse of all or parts of the structure. Therefore, it is important to mitigate the blast loads effects on columns. A comprehensive research study into the design, application, and use of different retrofit systems to mitigate damage to columns under blast loads has been undertaken. This research program, consisting of experimental testing and analytical investigation, sought out retrofits that address the strength of columns as well as those that enhance ductility are explored. Different materials and resistance mechanisms are used to increase column capacity. An experimental testing program was conducted using a shock tube to test the capacity of columns under blast loads. For this program, a total of sixteen reinforced concrete columns were constructed and the data from a further two columns from a previous study was compiled. Of these columns, a total of thirteen were retrofitted to mitigate the effects of blast. Carbon fibre reinforced polymer (CFRP) was applied to eight of the columns in the form of jacketing, longitudinal reinforcement, or the combination of the two. The other retrofits included steel prestressed confinement applied to one column, steel bracing acting as compression members applied to one column, and steel bracing acting as tension members applied to three columns. The columns were tested under incrementally increasing shock tube induced shock wave loading up to failure of the specimen or capacity of the shock tube. The performance of the retrofitted columns was compared with the control columns and against other retrofits. Quantitative comparisons of displacements and strains were made along with qualitative assessments of damage. The results indicated that all the retrofits increased capacity to the column, however, certain retrofits out performed others. The best FRP retrofit technique was found to be the combination of longitudinal and transverse FRP. The prestressed steel jacketing proved to be effective at increasing ductility capacity of the column. The compression brace retrofit was found to be effective in significantly increasing capacity of the column. The tension brace retrofits had the best performance over all the retrofits including the compression brace retrofit. The experimental data was used to validate analysis techniques to model the behaviour of the specimens. This technique reduced the columns to an equivalent single-degree-of-freedom (SDOF) system for dynamic analysis purposes. The reduction to the SDOF system was achieved by computing a resistance to lateral load and lateral displacement relationship. Each retrofit was carefully considered in this analysis including the retrofit’s possible effect on material and sectional properties as well as any force resistance mechanism that the retrofit introduces. The results of the modeling and experimental program were used to develop retrofit design guidelines. These guidelines are presented in detail in this thesis.

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9

Motamed, Jubin. "Monolithic beam to external column joints in reinforced concrete." Thesis, University of Westminster, 2010. https://westminsterresearch.westminster.ac.uk/item/90727/monolithic-beam-to-external-column-joints-in-reinforced-concrete.

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The benefits of high strength concrete (HSC) in the construction of multi-storey buildings are commonly acknowledged. Past researchers have investigated the suitability of design codes for the use of HSC [1]. However, there are concerns about the shear behaviour of HSC beams and BCJ used in the construction of these buildings. HSC beams have equal or less shear resistance compared to normal strength concrete (NSC) beams [2], and the brittleness of HSC material could be unsuitable for BCJ as confinement stirrups may not be as effective as NSC in the column due to a smaller Poisson’s ratio. This research investigates the behaviour of HSC beams, BCJ and transfer beam column joints (TBCJ), and develop appropriate design modifications to improve their shear capacity. HSC beams were strengthened with horizontal web bars (HWB), while TBCJ were strengthened with central vertical bars (CVB). Finite element (FE) models were developed for these structures and the numerical results were compared with those of the published experimental results, concluding that good agreement had been achieved. Beam span/depth (a/d) ratio of 1.5≤a/d ≤3.02 and BCJ of beam to column depth ( db/dc ) ratio of 1.33 ≤ db/dc ≤3.1 were analysed. The FE models were compared with published test results and further ones were developed to carry out various parametric investigations. Struts and ties were mechanically modelled for beams with HWB and for TBCJ with CVB are used to recommend design equation modifications for the design of HSC beams with HWB and TBCJ with CVB. It was found that HWB and CVB are effective in beams and BCJ only with HSC as they have little influence when they were used with NSC. Using HWB in HSC beams and CVB in HSC TBCJ improved the shear capacity of these structures by 130% and 31% respectively. 1 - Regan, P. E., Kennedy -Reid I. L., Pullen, A. D., Smith, D. A. ‘The influence of aggregate type on the shear resistance of reinforced concrete’ – The Structural Engineer. 6 December 2005. p 27-32. 2 - Al-Hussaini, A. Motamed, J. ‘HSC beams with combination of links and horizontal web steel as alternative shear reinforcement’. 6th International Symposium on Utilization of High Strength/High Performance Concrete, Leipzig, June 2002. p 611- 619

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Unal, Mehmet. "Analytical Modeling Of Reinforced Concrete Beam-to-column Connections." Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12612230/index.pdf.

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Prior studies indicated that beam-to-column connections of reinforced concrete (RC) moment resisting frame structures experience considerable deformations under earthquake loading and these deformations have a major contribution to story drift of the building. In current analysis and design applications, however, the connection regions are generally modeled as rigid zones and the inelastic behavior of the joint is not taken into account. This assumption gives rise to an underestimation of the story drifts and hence to an improper assessment of the seismic performance of the structure. In order to implement the effect of these regions into the seismic design and analysis of buildings, a model that properly represents the seismic behavior of connection regions needs to be developed. In this study, a parametric model which predicts the joint shear strength versus strain relationship is generated by investigating the several prior experimental studies on RC beam-to-column connections subjected to cyclic loading and establishing an extensive database. Considering previous experimental research and employing statistical correlation method, parameters that significantly influence the joint behavior are determined and these parameters are combined together to form a joint model. This model is then verified by comparing the results obtained from the dynamic earthquake analysis by Perform 3D with the experimental ones. The main contribution of the developed model is taking into account parameters like the effect of eccentricity, column axial load, slab, wide beams and transverse beams on the seismic behavior of the connection region, besides the key parameters such as concrete compressive strength, reinforcement yield strength, joint width and joint transverse reinforcement ratio.

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Books on the topic "Reinforced concrete column"

1

Ajdukiewicz, Andrzej. Reinforced-concrete slab-column structures. Amsterdam: Elsevier, 1990.

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Ajdukiewicz, Andrzej. Reinforced-concrete slab-column structures. Amsterdam: Elsevier, 1989.

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3

Tan, Pengguan. Computer aided design of reinforced concrete column. London: North East London Polytechnic, 1985.

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4

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

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Asri, Nik Mohd. A study of reinforced concrete column using computer model. London: North East London Polytechnic, 1986.

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6

Fintel, Mark. Column shortening in tall structures: Prediction and compensation. Skokie, Ill: Portland Cement Association, 1987.

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7

McLean, David I. Noncontact lap splices in bridge column-shaft connections. [Olympia]: Washington State Dept. of Transportation, 1997.

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8

Xin, Xian Zuo. Behaviour of reinforced concrete interior beam-column joints designed using high strength concrete and steel. Christchurch, N.Z: University of Canterbury, Dept. of Civil Engineering, 1992.

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9

American Concrete Institute. Committee 352. Recommendations for design of beam-column joints in monolithic reinforced concrete structures. [Detroit]: American Concrete Institute, 1985.

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10

American Concrete Institute. Committee 352. Recommendations for design of slab-column connections in monolithic reinforced concrete structures. [Detroit]: American Concrete Institute, 1988.

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Book chapters on the topic "Reinforced concrete column"

1

Mosley, W. H., and J. H. Bungey. "Column Design." In Reinforced Concrete Design, 239–69. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-13058-0_9.

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Mosley, W. H., and J. H. Bungey. "Column Design." In Reinforced Concrete Design, 239–69. London: Macmillan Education UK, 1987. http://dx.doi.org/10.1007/978-1-349-18825-3_9.

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Mosley, W. H., and J. H. Bungey. "Column Design." In Reinforced Concrete Design, 239–69. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-20929-3_9.

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Mosley, W. H., J. H. Bungey, and R. Hulse. "Column design." In Reinforced Concrete Design, 220–47. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7_9.

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Hulse, R., and W. H. Mosley. "Column Design." In Reinforced Concrete Design by Computer, 127–85. London: Macmillan Education UK, 1986. http://dx.doi.org/10.1007/978-1-349-18930-4_5.

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6

Green, R. "Reinforced Concrete Column Design." In Trends in Structural Mechanics, 281–88. Dordrecht: Springer Netherlands, 1997. http://dx.doi.org/10.1007/978-94-011-5476-5_27.

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Mosley, W. H., R. Hulse, and J. H. Bungey. "Column Design." In Reinforced Concrete Design to Eurocode 2 (EC2), 276–310. London: Macmillan Education UK, 1996. http://dx.doi.org/10.1007/978-1-349-13413-7_9.

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Bob, Corneliu, Sorin Dan, Catalin Badea, Aurelian Gruin, and Liana Iures. "Strengthening of the Frame Structure at the Timisoreana Brewery, Romania." In 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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9

Tan, Kar Chun. "Design Data for Column with 16-mmØ Rebar." In Eurocode 2 Design Data for Reinforced Concrete Columns, 131–252. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-6841-7_3.

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Tan, Kar Chun. "Design Data for Column with 20-mmØ Rebar." In Eurocode 2 Design Data for Reinforced Concrete Columns, 253–374. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-6841-7_4.

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Conference papers on the topic "Reinforced concrete column"

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Sheikh, Shamim Ahmed, and Zahra Kharal. "Corrosion-resistant Reinforced Concrete Columns." In IABSE Conference, Kuala Lumpur 2018: Engineering the Developing World. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/kualalumpur.2018.0946.

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<p>To address this issue of corrosion of steel in reinforced concrete, large scale columns reinforced with glass fibre reinforced polymer (GFRP) bars were tested under simulated earthquake loads. In addition to the moment - curvature and shear - deflection responses, ductility factors, and work and energy dissipation parameters were used to evaluate column performance. Twenty-five columns with circular and square sections can be compared to investigate variables such as axial load level, amount and type of reinforcement, i.e. GFRP vs steel. GFRP-reinforced columns were found to behave with stable post-peak response and achieved high levels of deformability and energy dissipation. The optimum solution with respect to column strength, stiffness, ductility and energy dissipation, and corrosion resistance appears to be a hybrid column with steel longitudinal bars and GFRP transverse reinforcement.</p>

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"Effect of the Column Dimensions on the Punching Shear Strength of Edge Column-Slab Connections." In SP-232: Punching Shear in Reinforced Concrete Slabs. American Concrete Institute, 2005. http://dx.doi.org/10.14359/14942.

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"Slab-Column Connections Under Seismic Actions." In SP-232: Punching Shear in Reinforced Concrete Slabs. American Concrete Institute, 2005. http://dx.doi.org/10.14359/14940.

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4

"UCSD Shear Column Benchmark Tests." In SP-205: Finite Element Analysis of Reinforced Concrete Structures. American Concrete Institute, 2002. http://dx.doi.org/10.14359/11632.

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Scarton, Henry A., Kyle R. Wilt, and Gary J. Saulnier. "Ultrasonic Communications Through a Reinforced Concrete Column." In ASME 2016 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/imece2016-67710.

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Measurements were obtained by sending high frequency acoustic waves through a reinforced concrete column. Past work involved through-wall digital communications and power delivery through metallic barriers; this paper extends that work to a reinforced concrete column. A pair of 35 mm diameter circular transducers with a thickness of 10 mm (corresponding to a resonance of 200 kHz) were epoxied to opposite sides of a 0.7 m thick reinforced concrete column. A vector network analyzer (VNA) obtained the characteristics of the acoustic channel formed between the two sensors. A voltage transfer function for this channel was found in the range of 30 kHz – 150 kHz. Although this transfer function shows a significant amount of frequency selectivity, i.e. variation with frequency, resulting from the multipath created by the acoustic energy interacting with the complex structure of column (rebar, aggregate, voids) and its surfaces, the channel is seen to be capable of supporting data transmission. The magnitude of the transfer function is seen to be highest in the region 40 kHz – 70 kHz with its theoretical capacity to be approximately 400 kbits/s for a received signal-to-noise ratio (SNR) of 60 dB. Lower SNR’s would still be able to provide data rates well in excess of 50 kbits/s, permitting the passing of low frequency data across the concrete column.

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"Modeling Parameters for Reinforced Concrete Slab-Column Connections." In SP-297: Seismic Assessment of Existing Reinforced Concrete Buildings. American Concrete Institute, 2014. http://dx.doi.org/10.14359/51686902.

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7

"Interior Slab-Rectangular Column Connections Under Biaxial Lateral Loadings." In SP-232: Punching Shear in Reinforced Concrete Slabs. American Concrete Institute, 2005. http://dx.doi.org/10.14359/14941.

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8

"Behavior of Reinforced Concrete Beam-Column Joints With Eccentricity." In SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2863.

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Istrefi, Florim. "Strengthening the reinforced concrete column with CF sheet." In University for Business and Technology International Conference. Pristina, Kosovo: University for Business and Technology, 2016. http://dx.doi.org/10.33107/ubt-ic.2016.11.

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Montava, I., A. Gonzalez, R. Irles, and J. C. Pomares. "Behaviour of steel reinforced concrete beam-column joints." In ERES 2011. Southampton, UK: WIT Press, 2011. http://dx.doi.org/10.2495/eres110081.

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Reports on the topic "Reinforced concrete column"

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Zerkane, Ali. Cyclic Loading Behavior of CFRP-Wrapped Non-Ductile Reinforced Concrete Beam-Column Joints. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.3001.

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Lew, H. S., Yihai Bao, Fahim Sadek, Joseph A. Main, Santiago Pujol, and Mete A. Sozen. An Experimental and Computational Study of Reinforced Concrete Assemblies under a Column Removal Scenario. Gaithersburg, MD: National Institute of Standards and Technology, October 2011. http://dx.doi.org/10.6028/nist.tn.1720.

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Hayes, John R., and 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, September 1998. http://dx.doi.org/10.21236/ada360496.

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Yang, Hua, Faqi Liu, Yuyin Wang, and Sumei Zhang. FIRE RESISTANCE DESIGN OF CIRCULAR STEEL TUBE CONFINED REINFORCED CONCRETE COLUMNS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.094.

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Al-Khafaji, Hayder. Experimental Investigation of CFRP Wrapped Square Non-ductile Reinforced Concrete Columns. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.5265.

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Taylor, Andrew W., Cynthia Kuo, Kevin Wellenius, and Duke Chung. A summary of cyclic lateral load tests on rectangular reinforced concrete columns. Gaithersburg, MD: National Institute of Standards and Technology, 1997. http://dx.doi.org/10.6028/nist.ir.5984.

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Lopez Ibaceta, Alvaro. Seismic Performance of Substandard Reinforced Concrete Bridge Columns under Subduction-Zone Ground Motions. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.6853.

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8

Aules, Wisam. Behavior of Non-Ductile Slender Reinforced Concrete Columns Retrofit by CFRP under Cyclic Loading. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.6688.

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Saeed, Yasir. Use of Carbon Fiber Reinforced Polymer (CFRP) Including Sheets, Rods, and Ropes in Strengthening and Repairing Long Reinforced Concrete Columns. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.7472.

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Mao, Xiao-Yong, Li-Ren Zhou, and Zhen Zhang. EXPERIMENTAL STUDY AND THEORETIC ANALYSIS ON FIRE RESISTANCE OF ANGLE STEEL STRENGTHENED REINFORCED CONCRETE COLUMNS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.099.

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