Relevant bibliographies by topics / Precast beam to column connection

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Academic literature on the topic 'Precast beam to column connection'

Author: Grafiati
Published: 3 June 2025
Last updated: 22 June 2025

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Journal articles on the topic "Precast beam to column connection"

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Yu, Jian Bing, Zheng Xing Guo, and Dong Zhi Guan. "Low Reversed Cyclic Loading Test for New Precast Concrete Beam to Column Connection." Advanced Materials Research 1079-1080 (December 2014): 160–65. http://dx.doi.org/10.4028/www.scientific.net/amr.1079-1080.160.

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On the basis of the domestic and overseas scholars’ research, it is innovative to put forward a new precast frame beam-to-column connection. One full-scale beam-to-column connection in a precast concrete（PC）frame and a beam-to-column connection in a cast-in-place concrete structures were tested under uni-directional cyclic loading that simulated earthquake-type motions. The new-type beam-to-column joint in a precast concrete frame consisted of cast-in-place columns and precast beams. Test results showed that（a）The property and action of precast connections are similar to the cast-in-place connection, it showed that both precast connections and cast-in-place connection have similar seismic performance; (b) The cracking load of precast connection are similar to the cast-in-place connection; (c) All the columns of all specimens did not destroy, it illustrate that it conform to the strong column weak beam. (d) In this experiment test, because the control factor use the bending capacity of beam, it also play the same plastic hinge mechanism as the traditional component. All the longitudinal reinforcement destruction ahead of stirrup in beams, which should be confirmed the guiding ideology of strong shear weak bending. On the basis of the test results, design considerations for the beam-to column connection were recommended.
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Catur Endah Yuliati, Ninik, Dewi Sri Murni, Wisnumurti, and Wibowo Ari. "Comparative study of behaviour of reinforced concrete beam-column joints with reference to monolithic and non-monolithic connection." MATEC Web of Conferences 195 (2018): 02021. http://dx.doi.org/10.1051/matecconf/201819502021.

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The implementation method of reinforced concrete construction has progressed very rapidly. This development aims to speed up time and reduce costs. One of the most widely used methods is the precast method, but the less popular precast method is used for simple storey buildings. Therefore, in this study the semi-precast method, which is easy to implement in a simple storey building, was presented. Parts of columns and beams were cast in place with different casting times. Therefore, the connection become non-monolithic. This study presented a comparison between the deflection and the static load capacity that can be received by the connection of reinforced concrete beam-column which is monolithically connected and non- monolithic. 3 sets of specimens were made to represent monolithic and non-monolithic specimens. The nonmonolithic specimens were made with 2 models, i.e. without and with a notch. The beam-column connections were tested experimentally and compared to the monolithic beam-column connection. The results showed that the notch on non-monolithic test specimens can increase the load capacity and reduce deflection compared to the specimen test without notch. The experimental results also showed that the strength and performance of structural non-monolithic beam-column connections were as good as those of monolithic beam-column joints.
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Moon, J. H., Y. C. Choi, J. H. Lim, L. H. Lee, K. H. Kwon, and K. S. Kim. "Post-Tensioned Interior Precast Wide Beam—Column Connections Subjected to Lateral Loading." Advances in Structural Engineering 10, no. 5 (2007): 487–500. http://dx.doi.org/10.1260/136943307782417654.

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The post-tensioned precast concrete system (PPS) developed in this study consists of U-shaped precast wide beams and concrete columns, where the continuity of wide beam-column joint is provided with the cast-in-place concrete on the U-shaped precast wide beam and the post-tensioning to the beam after casting of slab. The PPS structure can overcome the defect of discontinuity in the connections of precast members using cast-in-place concrete on precast members, and complement the low sectional efficiency of wide beam by applying the post-tensioning. In this study, an experimental investigation was performed with three half-scale specimens of interior connection fabricated employing PPS structure. Specifically, this paper presents the response of PPS interior beam-column joint subjected to cyclic lateral loading and evaluates the relevance of the beam-to-column width ratio criteria specified in ACI 318–05. The test results indicate that the PPS specimens can resist properly seismic loads maintaining overall structural integrity.
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Cimmino, Maddalena, Gennaro Magliulo, and Gaetano Manfredi. "Seismic collapse assessment of new European single-story RC precast buildings with weak connections." Bulletin of Earthquake Engineering 18, no. 15 (2020): 6661–86. http://dx.doi.org/10.1007/s10518-020-00952-7.

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Abstract Capacity design, according to the modern seismic building codes, requires the application of specific rules and construction details in order to prevent brittle failure modes at material, element and structural level. In particular, with reference to single-story precast reinforced concrete structures with columns joined by pinned beams, the Italian seismic building code, following the Eurocode 8 general principles, requires that beam-to-column connection should be designed in order to avoid the connection failure before the formation of the plastic hinge at the column base. However, no specific details are provided in order to reach such a performance. Recent European earthquakes showed that seismic performance of beam-to-column dowel connections can be very poor. Hence, for European typical dowel beam-to-column connections, this study aims to investigate: (a) possible connection configurations obtained according to seismic design; (b) possible failure modes involving connection elements (steel dowel, transversal steel reinforcement, dowel concrete cover); (c) how available formulations are able to describe such failure modes and the related shear strength; (d) influence of connection failure on the global seismic safety at collapse of new designed single-story RC precast buildings. The reference buildings and beam-to-column connections are designed considering different geometrical layouts of the primary structure and different seismic hazard levels, i.e. four sites and two soil types. Structural capacity is estimated considering global, i.e. related to column plastic hinge degradation measured in terms of top lateral displacements, and local, i.e. related to connection shear strength, failure modes. Nonlinear multi-stripe analyses are performed for the seismic assessment.
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HONG, Won-Kee, Gyeongju KIM, Chaeyeon LIM, and Sunkuk KIM. "DEVELOPMENT OF A STEEL-GUIDE CONNECTION METHOD FOR COMPOSITE PRECAST CONCRETE COMPONENTS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 23, no. 1 (2016): 59–66. http://dx.doi.org/10.3846/13923730.2014.975740.

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Green Frame is a column-beam structure formed by connecting a composite precast concrete beam with a steel connection on the column side. Similar to steel frame construction, the green columns cover 3 stories per unit, and generate vertical and horizontal eccentricities due to construction errors and the gravitational loads of beams. Such eccentricities make it difficult to install the upper floor beams and adjacent frames. This problem not only results in decreased productivity, but also in time delays and cost overrun. The objective of this study is to develop a new steel-guide connection method for composite precast concrete (CPC) components after analysing the erection process and structural mechanism to resolve eccentricity issues. The connection mechanism developed in this study resolves these eccentricities and promotes efficient, accurate, and safe construction.
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Poluraju, P., and G. Appa Rao. "Seismic Behaviour of Precast Reinforced Concrete Beam-Column Connections: A Literature Review." Applied Mechanics and Materials 343 (July 2013): 9–13. http://dx.doi.org/10.4028/www.scientific.net/amm.343.9.

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Precast construction is gaining importance during recent past. Most of the studies reported on precast beam-column joints are to select the appropriate connections to be adopted particularly for regions of low to moderate seismicity. This paper reports on a comprehensive review of literature on the investigations carried out to analyze and evaluate the behaviour of precast concrete structural systems assembled with typical connections or joints under simulated earthquake loading. The seismic performance of precast concrete structure very much depends on the ductility of the joints framed by precast beams and columns. It has been understood that (1) moment resistance beam-column connection and (2) ductile connectors seems to be the most widely used in the precast construction in seismic regions. Further, refinement and research could be carried out in order to optimize such connections to be recommended in low seismicity regions.
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COSTA, R. R. R., M. C. V. LIMA, G. M. S. ALVA, and E. S. MAGALHÃES. "Optimization of the bending stiffness of beam-to-column and column-to-foundation connections in precast concrete structures." Revista IBRACON de Estruturas e Materiais 10, no. 5 (2017): 985–97. http://dx.doi.org/10.1590/s1983-41952017000500003.

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Abstract This work involved the structural optimization of precast concrete rigid frames with semi-rigid beam-to-column connections. To this end, several frames were simulated numerically using the Finite Element Method. Beams and columns were modeled using bar elements and their connections were modeled using spring elements, with variable bending stiffness. The objective function was based on the search of the least stiff connection able to ensure the global stability of the building. Lastly, a connection model with optimal stiffness was adopted to design the frame. Semi-rigid beam-to-column connections with a constraint factors of 0.33 sufficed to ensure the maximum allowable horizontal displacement and bending moment of the connection, with a global stability parameter of 1.12. This confirms that even connections with low constraints generate significant gains from the structural standpoint, without affecting construction and assembly-related aspects.
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El-Ghazaly, Hany Ahmed, and Heyad Saud Al-Zamel. "An innovative detail for precast concrete beam–column moment connections." Canadian Journal of Civil Engineering 18, no. 4 (1991): 690–710. http://dx.doi.org/10.1139/l91-084.

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A new detail is introduced for precast concrete beam-to-column moment connections. The detail consists of a connecting steel frame used to mechanically connect the threaded end protruding reinforcing bars from beam and column. The connection detail is made convenient to assemble where the erection method resembles that of steel construction. No idle crane time is necessary, since the connecting steel frame is designed to carry the beam's own weight. When the connection construction is completed, the joint functions as a moment resisting hard connection. The experimental testing program involved testing of twelve full-scale specimens in addition to a pilot test. Of the twelve tests seven are flexural tests, three are shear tests, and two are monolithic flexural tests for comparison. Modes of failure in the flexural tests were mainly due to rupture of tension reinforcement; however, premature slippage of the rebars may occur under certain conditions, but could be conveniently prevented. In the shear tests, diagonal tension crack failure predominated. If the connection parameters are properly selected, the connection will be capable of developing the beam's full plastic moment and undergo sufficient rotation before collapse. Key words: precast concrete, moment connections, connecting steel frame, stiffness, strength, ductility.
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Liu, Hongtao, Pengchao Kong, and Taoping Ye. "Influence of Precast Member Corbels on Seismic Performance of Precast Beam-Slab-Column Joints." Advances in Civil Engineering 2021 (December 6, 2021): 1–14. http://dx.doi.org/10.1155/2021/7107569.

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To improve the construction efficiency of precast structures, reinforced concrete corbels acted as support members are the most common connection method. This work presents the performance of a specific beam-to-column connection using corbels with different anchorage arrangements in precast beam-slab-column interior joint taken out from precast underground subway station. This paper investigates the performance of a specific full-scale precast concrete beam-slab-column interior joint with corbels and various connected methods subjected to low-cycle repeated loading. Meanwhile, the influences of concrete corbels (including column- and beam-end corbels) on the shear strength and deformation are investigated. The analyses results indicated that (1) corbels of the laminated beam (composite beam) can obviously improve the shear stress of the core region, which was beneficial for specimen design followed the strong-joint-weak-member concept; (2) a simplified approach to deal with the uneven thickness of corbels in the core region was proposed, which was utilized to study the effect of thickness on the shear performance of the core region; (3) the shear stress increased with respect to the compression stress, and the shear strain had a trend of decreasing according to calculating results using modified compression field theory; and (4) the deterministic expressions were proposed to predict the designed load of column corbels based on three different connection methods between laminated beams and core region of joint.
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Valente, Marco. "Seismic Vulnerability Assessment of Existing Precast Industrial Buildings." Advanced Materials Research 743 (August 2013): 63–66. http://dx.doi.org/10.4028/www.scientific.net/amr.743.63.

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This study was developed within a research project concerning the seismic vulnerability assessment of precast industrial buildings built in Italy in the 1970s without earthquake-resistant provisions. Two reference precast buildings with beam-to-column connections based on neoprene-concrete friction strength were considered. Accurate numerical models of the existing buildings were developed and nonlinear dynamic time-history analyses with different seismic intensity levels were carried out in order to identify the main causes of structural collapse. The maximum values of the demand-to-capacity ratio in terms of chord rotation were computed for the columns of the investigated precast buildings. The capacity was larger than the demand, even in case of high levels of seismic excitation. Numerical results showed that existing precast industrial buildings can collapse due to beam-to-column connection failure for loss of support, confirming real events observed during recent earthquakes. The friction resistance was exceeded under moderate-to-severe seismic actions at the corner columns where the static vertical load was lower. Numerical analyses highlighted the detrimental effects of the vertical component of the seismic action on the likelihood of the occurrence of beam-to-column connection failure due to loss of support.
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Dissertations / Theses on the topic "Precast beam to column connection"

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Zang, Jin. "Investigation into a beam-column connection in precast concrete." Thesis, Stellenbosch : University of Stellenbosch, 2010. http://hdl.handle.net/10019.1/2836.

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Thesis (MScEng (Civil Engineering))--University of Stellenbosch, 2010.<br>ENGLISH ABSTRACT: Pre-cast sections have the advantages of structural efficiency, better quality control and less construction time, which enable them to be widely used in building structures. The connections of pre-cast buildings play a vital role for the stability and strength of structures. Nowadays, more attention is drawn to the aesthetical appearance of building structures, especially by architects. The Hidden Corbel Connection (HCC) was then developed to make the building structures stable and aesthetically pleasing. A modified HCC was designed and investigated in this study. Amongst all the mechanisms in the connection zone, the mechanism of the end anchorage length of tension reinforcement plays a key role in the economy of the connection and is hence further investigated. In order to investigate whether the end anchorage length of tension reinforcement can be reduced for a simply supported beam, a 2D non-linear finite element model is used to analyze the stress distribution inside the connection zone. Based on the stress distribution in the connection zone, the tensile force was calculated at the face of the support, which directly correlates to the required end anchorage length of tension reinforcement. The confinement in the connection zone increases the bond stress, which in turn reduces the required anchorage length of tension reinforcement. Therefore, a 3D model is used to analyze the region inside the modified HCC to find the position of the best confinement. By comparing the finite element (FE) results with Eurocode 2 (2004), and SABS 0100-1 (2000), it is demonstrated that the FE results require the shortest anchorage length, while the longest anchorage length is specified in SABS 0100-1 (2000). Based on the comparison between the FE results and the design codes, a laboratory experiment was then performed to determine if the end anchorage length of tension reinforcement can be reduced. Four beams with different support conditions and with different end anchorage length of tension reinforcement were tested. The results of the laboratory experiment indicate that the end anchorage length for simply supported beams can be shortened from the specification of SABS 0100-1 (2000).
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Hasan, Sarakot. "Behaviour of discontinuous precast concrete beam-column connections." Thesis, University of Nottingham, 2011. http://eprints.nottingham.ac.uk/12269/.

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The study investigates experimentally and theoretically the behaviour of an internal precast concrete beam-column connection, where both the column and beam are discontinuous in construction terms. The aim was to modify the behaviour mechanisms within the connection zone by introducing a beam hogging moment resistance capacity under dead loads and limiting the damage within the connection. This is to offer permanent dead load hogging moments that could counterbalance any temporary sagging moment generated under sway loads, enhance the rotational stiffness, balance the design requirements for the beam-end and beam mid-span moments, provide efficient continuity across the column, and reduce the deflection at the beam mid-span. Three full-scale beam-column connection tests subjected to gravity loads were conducted taking the connection reinforcement detail as the main variable. The configuration of the three main interfaces within the connection was based on the experimental results of small-scale tests. The results of the full-scale tests showed that, by using the strong connection concept, it was possible to produce equivalent monolithic behaviour, control the crack width within the connection zone, and force the final damage to occur outside of this zone, which comprises the interfaces and parts of the adjoining elements. The strong connection consisted of using additional short steel bars crossing the connection at the top of the beam, horizontal U-shaped links at the beam-ends, and additional column links. In addition, the experimental programme included two full-scale tests to investigate the behaviour of the connection under sway loads using two different connection reinforcement details. The results of this study showed that the proposed modification in the reinforcement details was able to mobilise the beam sagging moment through the dowel action of the column main bars but it was also accompanied by large relative beam-column rotations (low rotational stiffness). The evaluation of the behaviour of the connections was carried out by incorporating the experimental rotational stiffnesses in semi-rigid frame analyses using the ANSYS software package and a Visual Basic program based on the conventional semi-rigid analysis approach. In addition, a simplified technique has been validated against these two methods to replicate the semi-rigid behaviour. In the same respect, the study is proposing a new approach for classifying precast concrete beam-column connections as rigid by relating the connection fixity factor with the moment redistribution. It has been shown that the connection could be classified as rigid if the fixity factor is not less than 0.73 and the available moment redistribution from the midspan to the supports is not less than the required moment redistribution resulting from semi-rigid frame analysis. In the theoretical part, an analytical tool has been calibrated to predict the rotational stiffness of the specimens with semi-rigid behaviour under gravity loads. The model showed a reasonable agreement with the experimental results. To help the modelling, two pull-out tests were conducted to determine the bond-slip relation of steel bars embedded in cement-based grout. Moreover, a finite element numerical simulation model using the ANSYS software package was carried out to replicate the experimental results of the semi-rigid specimens tested under gravity loads. In spite of providing results close to experimental values prior to yielding, the FE model was not able to predict the failure mode and consequently the correct ultimate load. This is due to the simplified way of modelling the interaction between the corrugated sleeves and the surrounding concrete as perfect bond. The research concludes that the precast beam-column connection investigated in the current study can be treated as an emulative monolithic connection under gravity loads through using the strong connection concept; however, it is not suitable to resist beam net sagging moments. Besides, the study concludes that to consider a precast concrete beam-column connection as rigid, it is required to correlate the fixity factor with the moment redistribution.
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Shafieifar, Mohamadreza. "New Connection Details to Connect Precast Cap Beams to Precast Columns Using Ultra High Performance Concrete (UHPC) for Seismic and Non-seismic Regions." FIU Digital Commons, 2018. https://digitalcommons.fiu.edu/etd/3857.

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Several connection details have been developed for the connection of precast cap beams to precast columns in Accelerated Bridge Construction (ABC) applications. Currently, the suggested details involve some form of either reinforcement or portion of the precast column to penetrate inside the cap beam. Such details present many challenges in the field, such as necessitating bundling of reinforcement in the cap beam or creating a congested reinforcement arrangement. Furthermore, closer inspection of some of the test data indicates that for currently used details, cap beams could sustain some damages during major seismic events, whereas they are designed to be capacity protected. Additionally, construction of such details demands precision. To overcome these challenges, two new connection details are envisioned. Both details completely eliminate penetrating of column into the cap beam. In the first detail, the rebar of the cap beam and the column are spliced in the column and joined with a layer of Ultra High Performance Concrete (UHPC). The use of UHPC in the splice region allows the tension development of reinforcing bars over a short length. High workability of UHPC and large tolerances inherent with the suggested details can facilitate and accelerate the on-site construction. In the second detail, to confine the plastic hinge with a limited length in the column, two layers of UHPC were employed. Confining the plastic hinge is achieved by sandwiching a desired length of the column, using normal strength concrete (plastic hinge region) in between two layers of UHPC. The most interesting aspect of this detail is the exact location and length of the plastic hinge. The primary goal of this research is to provide a description of the newly developed details, verifying their structural performance and recommendation of a design guide. These goals are achieved through a diverse experimental and numerical program focused on the proposed connections. Results show that both details are equally applicable to seismic applications and able to achieve adequate levels of ductility. Lack of failure in splice region indicated that UHPC can provide a good confinement and shear capacity even when confining transverse reinforcement was not used.
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Noorhidana, Vera Agustriana. "The development of precast concrete beam-to-column connections under static, cyclic and sustained loading." Thesis, University of Leeds, 2017. http://etheses.whiterose.ac.uk/19419/.

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This study investigates the experimental and theoretical behaviour of an exterior precast concrete beam-column (PCBC) connection. The experimental test specimens consisted of a precast reinforced concrete beam, a precast reinforced concrete column, interlocking bars and cast-in-place (CIP) concrete. The aim of this study was to develop a ductile exterior PCBC connection, which will be comparatively simple to construct on site and be suitable for building structures in seismic zones. Five PCBC connection specimens (namely: P1, P2, P3, P4 and P5) were tested. Two principal factors were investigated: the applied loadings and the steel fibre content contained in the CIP connections. Specimens P1, P2 and P5 contained no steel fibre (Vf = 0%) in the CIP concrete. Specimens P3 and P4 contained 0.5% and 1% of steel fibre content in their CIP concrete, respectively. Specimen P1 was subjected to static loading. Specimens P2, P3 and P4 were subjected to quasi-static loading. Specimen P5 was subjected to long-term loading. All specimens had identical reinforcement details and dimensions. The beam column joint was designed based on ACI 318-2011 Sec. 21, which is proposed for earthquake-resistant structures. The connection performance was evaluated in terms of the load carrying capacity, energy dissipation, stiffness and crack propagation. The results showed that the exterior PCBC connections failed in flexure when they were subjected to static and quasi-static loadings. Plastic hinges formed in the end of the beam (adjacent to the column); these satisfied the seismic resistant moment resisting frame requirements. The PCBC connection had 67% of the joint rigidity in comparison with a monolithic beam-column joint; this led it to have less secant stiffness and greater beam deflection. In spite of this the connection satisfied the acceptance criteria stated in ACI 374.1.-05. The rotation of the beam-column connection did not stop when the initial loading was applied; it continued during sustained loading, which generated a bigger deflection of the PCBC connection. A modification of the ACI long-term deflection equation has been proposed taking into account 67% of the joint rigidity. As a result of the modification the theoretically predicted deflection was found to be in agreement with that measured in experiments. The steel fibre contained in the CIP connection delayed the onset of cracking and slowed down the rate of crack propagation, causing shorter cracks in the joint core and the beam core. Furthermore, SFRC improved the energy dissipation of the connections. A finite element analysis was performed on an exterior PCBC connection using MIDAS FEA software under static loading. The results showed that the model could predict the load-deflection relationship until the yield point under static loading. A further finite element analysis was performed on an interior PCBC connection. The results showed that the interior PCBC connection behaved in a similar manner to a conventional reinforced concrete member under static loading.
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Aguiar, Eduardo Aurélio Barros. "Comportamento de chumbadores grauteados de ligações viga-pilar parcialmente resistentes a momento fletor." Universidade de São Paulo, 2010. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-11062010-093358/.

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Neste trabalho estudou-se o comportamento dos chumbadores grauteados, usados em ligações viga-pilar parcialmente resistentes a momento fletor. O foco da pesquisa foi a análise teórica e experimental do mecanismo resistente do chumbador inclinado. O programa experimental englobou 15 modelos, sendo que as variáveis analisados foram: a) diâmetros dos chumbadores, de 16 mm, 20 mm e 25 mm; b) inclinações dos chumbadores, de 0º (chumbador normal à interface), 45º e 60º; c) resistência à compressão do concreto adjacente ao chumbador, sendo usado concreto das classes C35 e C50; d) aplicação de força de compressão normal à interface. Os resultados experimentais indicaram aumentos significativos tanto na capacidade última quanto na rigidez a cisalhamento do chumbador. Foram realizadas simulações numéricas, onde foi verificada a sensibilidade dos resultados aos parâmetros inerentes à interface concreto - almofada de apoio, sendo desenvolvidas expressões para estimar tais parâmetros. Com base na análise experimental e em análises numéricas, foram propostos modelos analíticos que conseguiram representar de forma satisfatória a influência da inclinação e demais parâmetros analisados no mecanismo resistente do chumbador.<br>This research deals with the behavior of grouted dowels, used in partial moment resistant beam-to-column connections. The focus of the research was the theoretical and experimental analysis of dowels resistant mechanism. The experimental program include 15 models, and its variables analyzed were: a) the dowel diameter of 16 mm, 20 mm and 25 mm; b) the dowel inclination of 0° (dowels perpendicular to the interface), 45° and 60°; c) compressive strength of concrete adjacent to the dowels of classes C35 and C50, d) application of compression load, normal to the interface. Experimental results indicated significant increases in ultimate capacity and the shear stiffness of the dowels. Numerical simulations were carried out which identified the sensitivity of results to the parameters of the interface concrete bearing pad, and developed expressions to estimate such parameters are given. Based on experimental and numerical analysis analytical models have been proposed that could adequately represent the influence of inclination and other parameters in the mechanism resistant dowels.
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Pollini, Andrea Vittorio <1986&gt. "A Low-Damage Retrofitting Solution Based on Carbon-Wrapped Steel Tubes for Beam-Column Friction Connections of Existing Precast RC Structures." Doctoral thesis, Alma Mater Studiorum - Università di Bologna, 2016. http://amsdottorato.unibo.it/7501/1/Pollini_AndreaVittorio_tesi.pdf.

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The 2012 Emilia earthquakes caused significant damages to existing precast RC structures. These buildings were found being extremely vulnerable because, being designed for vertical loads only, they featured friction-based connections between structural elements, and in particular between beams and columns. Given the large diffusion of these structures as industrial buildings, and consequently the high social and economic impact of damages, their retrofit is critical. Various techniques have been proposed in the literature; in most of them friction-based connections are removed by inserting mechanical connectors that will make beam-column connections hinged. These approaches lead to a significant increase of the base shear and therefore often require strengthening of columns and foundations. The research presents dissipative devices based on carbon-wrapped steel tubes to be used as an alternative low-damage solution for the retrofit of beam-column friction connections able to minimize structural damages. Firstly, the study presents results of experimental tests on the devices and discusses their innovative energy absorption mechanism and dissipative behaviour. Then, numerical analyses carried on to investigate the effectiveness of the introduction of dissipative devices in beam-column connections of precast structures are presented. Incremental Dynamic Analyses have been performed in order to evaluate an equivalent behaviour factor for structures with dissipative devices, by comparing the seismic response of simple frame structures with dissipative connections with equivalent elastic systems. Findings of numerical investigation show how the introduction of the dissipative devices in friction-based joints provides an effective connection between structural elements and, in addition, the capability to reduce forces transmitted to the columns, improving the seismic behaviour of the entire structure. Finally, a simplified approach to evaluate an equivalent behaviour factor for a structure equipped with dissipative devices in friction-based beam-column joints is proposed.
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Pollini, Andrea Vittorio <1986&gt. "A Low-Damage Retrofitting Solution Based on Carbon-Wrapped Steel Tubes for Beam-Column Friction Connections of Existing Precast RC Structures." Doctoral thesis, Alma Mater Studiorum - Università di Bologna, 2016. http://amsdottorato.unibo.it/7501/.

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The 2012 Emilia earthquakes caused significant damages to existing precast RC structures. These buildings were found being extremely vulnerable because, being designed for vertical loads only, they featured friction-based connections between structural elements, and in particular between beams and columns. Given the large diffusion of these structures as industrial buildings, and consequently the high social and economic impact of damages, their retrofit is critical. Various techniques have been proposed in the literature; in most of them friction-based connections are removed by inserting mechanical connectors that will make beam-column connections hinged. These approaches lead to a significant increase of the base shear and therefore often require strengthening of columns and foundations. The research presents dissipative devices based on carbon-wrapped steel tubes to be used as an alternative low-damage solution for the retrofit of beam-column friction connections able to minimize structural damages. Firstly, the study presents results of experimental tests on the devices and discusses their innovative energy absorption mechanism and dissipative behaviour. Then, numerical analyses carried on to investigate the effectiveness of the introduction of dissipative devices in beam-column connections of precast structures are presented. Incremental Dynamic Analyses have been performed in order to evaluate an equivalent behaviour factor for structures with dissipative devices, by comparing the seismic response of simple frame structures with dissipative connections with equivalent elastic systems. Findings of numerical investigation show how the introduction of the dissipative devices in friction-based joints provides an effective connection between structural elements and, in addition, the capability to reduce forces transmitted to the columns, improving the seismic behaviour of the entire structure. Finally, a simplified approach to evaluate an equivalent behaviour factor for a structure equipped with dissipative devices in friction-based beam-column joints is proposed.
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Sawasaki, Fábio Yoshio. "Estudo teórico-experimental de ligação viga-pilar com almofada de argamassa e chumbador para estruturas de concreto pré-moldado." Universidade de São Paulo, 2010. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-14072010-084958/.

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As ligações com chumbador e almofada, sem continuidade estrutural, são comumente empregadas em obras de concreto pré-moldado como galpões, edifícios de poucos pavimentos e no topo de pilares. Na análise estrutural, este tipo de ligação é caracterizado como articulado. Este trabalho teve como objetivo fazer um estudo com este tipo de ligação levando em conta que a transferência de momento fletor ocorrerá em função da rigidez proporcionada por uma almofada de compósito de argamassa e por chumbadores de aço. A idéia é considerar o benefício da redução das solicitações nos elementos de concreto pré-moldado, particularmente, na base dos pilares. A análise experimental foi feita com modelos em escala reduzida 1:2. Foram ensaiados quatro modelos da ligação que são: a) Modelo 1 - chumbadores de aço CA-25 e almofada de compósito de argamassa; b) Modelo 2 - chumbadores de aço CA-25 e almofada de policloropreno; c) Modelo 3 - chumbadores de aço CA-50 e almofada de compósito de argamassa e; d) Modelo 4 - chumbadores de aço CA-50 e pilar com largura igual a 50% maior que os casos anteriores e almofada de argamassa. Foi feita ainda a análise numérica tridimensional dos modelos da ligação utilizando o software Ansys e análises de pórtico plano para avaliar a distribuição de solicitações ao longo de estruturas representativas. Foi desenvolvido um modelo de projeto para prever o comportamento da ligação. Com as simulações de pórtico plano, onde foram consideradas as semirigidezes das ligações, obteve-se uma redução de até 48% do momento fletor na base dos pilares para um edifício de quatro pavimentos, cujas ligações viga-pilares apresentavam um consolo de 40 cm, e de 21,8% para um edifício de um pavimento do tipo galpão, cujas ligações continham quatro chumbadores, considerando apenas a carga de frenagem. A análise de deslocamentos nos pórticos planos também aponta o benefício da consideração da semirigidez nas ligações. Uma redução de deslocamento horizontal do topo do pórtico do tipo galpão de até 32,8% para o modelo com ligações com quatro chumbadores e somente força horizontal, e de até 71,9% para o edifício de quatro pavimentos considerando as ligações semirígidas com consolos de 40 cm.<br>Connections with bolts and pad, without structural continuity, are commonly used in construction of precast concrete as one-storey building, building with a few storeys and on top of columns. In structural analysis, this type of connection is characterized as pinned, that is, without restriction of the rotation on the connection. This work aims to make a study of this type of connection taking into account that the transfer of bending moment will occur due to the stiffness provided by a pad of mortar composite and the steel bolts. The idea is to consider the benefit of reducing the demands on the elements of precast concrete, particularly at the base of the columns. The experimental analysis was done with models scale 1:2. Four models of connection were tested: a) Model 1 - steel bolts CA-25 and pad of mortar composite, b) Model 2 - steel bolts CA-25 and chloroprene rubber pad, c) Model 3 - bolts of CA-50 steel and pad of mortar composite, and d) Model 4 - steel bolts CA-50 and column with a width of 50% larger that the others and mortar pad. It was still a three-dimensional numerical analysis of the lead models using Ansys software and frame plan analysis to evaluate the stress distribution along the representative structures. A model design to predict the behavior of the connection was developed. Based on the numerical simulations on precast concrete frames, semi-rigidity of connections was take in to account, it was obtained a reduction of up to 48% of the bending moment at the base of the columns of a four-storey building, which beam-to-column connections had a corbel 40 cm, and 21,8% for a one-storey building, which connections contained four bolts, considering only the horizontal load. The analysis of displacements in the plane frame also shows the benefit of considering the semi-rigidity connections. Reduction in horizontal displacement of the top of the one-storey building to 32,8% for the model with four bolts in the connections with only horizontal force, and 71,9% for the four-storey buildings with semi-rigid connections considering the corbels of 40 cm.
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Baldissera, Alice. "Estudo experimental de uma ligação viga-pilar de concreto pré-moldado parcialmente resistente a momento fletor." Universidade de São Paulo, 2006. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-19072006-105406/.

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Neste trabalho estudou-se o comportamento de uma ligação viga-pilar de estrutura pré-moldada parcialmente resistente a momento fletor quando submetida a momentos negativos e positivos. A ligação estudada é composta por dois chumbadores inclinados presos à viga através de chapa metálica, porcas e arruelas e uma capa de concreto com armadura longitudinal passando por dentro do pilar. No programa experimental foram elaborados dois modelos submetidos a carregamentos alternados, em ciclos e de curta duração. Em seguida foi desenvolvido um modelo analítico para cálculo dos momentos resistentes e feita uma simulação numérica para avaliar a influência da semi-rigidez da ligação em estruturas típicas de concreto pré-moldado. Os resultados experimentais indicaram que a ligação apresenta uma boa capacidade de transmissão a momento fletor negativo e a momento fletor positivo com um comportamento bastante dúctil. Sem a necessidade de grandes alterações de custos e de execução, a ligação proposta promoveu uma redução significativa dos momentos na base dos pilares (aproximadamente 50%) quando comparada à ligação articulada. Quando comparada à ligação similar, porém com os chumbadores retilíneos, há um aumento superior a 2,5 vezes no momento de plastificação e de 3 vezes na rigidez no sentido do momento fletor positivo<br>In this research the behavior of a partial moment resistant beam-to-column connection in precast concrete subjected to negative and positive moments was studied. This connection has two inclined dowels fixed to the beam with steel plate, washer and nut and a concrete cap with longitudinal reinforced bars passing trough the column. In the experimental program two prototypes was made and subjected to an alternative cyclic e short duration load. Afterwards it was develop an analytical model and a numerical simulation to analyze the influence of the semi-rigid connection in a typical precast structure. The experimental results shown that the connection has a good capacity of transmitte the bending moments and has a ductile behave. Without any significative difference of cost and manufacture, the connection studied promoted a reduction on the column base bending moment (approximately 50%) when compared to pinned connection. When compared to similar structures but with a vertical dowel, the connection presents strength over 2.5 times and over 3 times the stiffens for positive bending moments
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Murahidy, Alexander Gustav. "Design, construction, dynamic testing and computer modelling of a precast prestressed reinforced concrete frame building with rocking beam-column connections and ADAS elements." Thesis, University of Canterbury. Department of Civil Engineering, 2004. http://hdl.handle.net/10092/2514.

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Following a major earthquake event, essential public amenities such as medical facilities and transport networks need to remain functional - not only to fulfil their ongoing role in serving the community but also to cope with the added and immediate demand of a population affected by a natural disaster. Furthermore, the economic implications of wide spread damage to housing and commercial facilities should not be discounted. A shift in design approach is required that is consistent with current trends towards performance based building design. The present aim is to achieve seismic energy dissipation during the earthquake event, without the aftermath of damage to structural elements, whilst maintaining design economies. Structures permitted to rock on their foundations and provide recoverable rotations at the beam-column interfaces offer significant advantages over those using conventional ductile detailing. A jointed construction philosophy can be applied whereby structural elements are connected with unbonded prestressing tendons. Supplemental damping is provided by replaceable flexural steel components designed to deform inelastically. For this research a multi-storey test building of one quarter scale has been constructed and tested on an earthquake simulator at the University of Canterbury. A computer model has been developed and a set ofpreliminary design procedures proposed.
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Books on the topic "Precast beam to column connection"

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Russell, H. G. Adjacent precast concrete box beam bridges: Connection details. Transportation Research Board, 2009.

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Adjacent Precast Concrete Box Beam Bridges: Connection Details. Transportation Research Board, 2009. http://dx.doi.org/10.17226/23054.

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Book chapters on the topic "Precast beam to column connection"

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Elliott, Kim S. "Beam and column connections." In Precast Concrete Structures, 2nd ed. CRC Press, 2019. http://dx.doi.org/10.1201/9780367814885-10.

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Naik, Chintan B., Digesh D. Joshi, and Paresh V. Patel. "Experimental Evaluation of Performance of Dry Precast Beam Column Connection." In Advances in Structural Engineering. Springer India, 2015. http://dx.doi.org/10.1007/978-81-322-2187-6_177.

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Hejazi, Farzad, and Hojjat Mohammadi Esfahani. "Behavior of Precast Beam–Column Dowel Connection under Cyclic Loads." In Interpretive Solutions for Dynamic Structures Through ABAQUS Finite Element Packages. CRC Press, 2021. http://dx.doi.org/10.1201/9781003219491-4.

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Makawana, R. V., D. D. Joshi, and P. V. Patel. "Seismic Strengthening of Precast Beam Column Connection Using Stainless Steel Wire Mesh (SSWM)." In Proceedings of 17th Symposium on Earthquake Engineering (Vol. 2). Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-1604-7_45.

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da Fonseca, T. de C. C. S., S. F. de Almeida, and J. B. de Hanai. "Beam-to-Column Connection of a Precast Concrete Frame Strengthened by NSM CFRP Strips." In Advances in FRP Composites in Civil Engineering. Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-17487-2_189.

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Radzi, Noor Azim Mohd, Shanmugam Muniandy, Fadlin Sakina Ismasafie, and Roszilah Hamid. "Nonlinear Coupled Thermal-Structural Analysis of Monolithic and Precast Concrete Corbel Beam-to-Column Connection." In Lecture Notes in Civil Engineering. Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-19-7331-4_47.

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Vidjeapriya, R., N. Mahamood ul Hasan, and K. P. Jaya. "Behaviour of Precast Beam-Column Stiffened Short Dowel Connections Under Cyclic Loading." In Advances in Structural Engineering. Springer India, 2015. http://dx.doi.org/10.1007/978-81-322-2187-6_178.

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Maya, L. F., and L. Albajar. "Beam-Column Connections for Precast Concrete Frames Using High Performance Fiber Reinforced Cement Composites." In High Performance Fiber Reinforced Cement Composites 6. Springer Netherlands, 2012. http://dx.doi.org/10.1007/978-94-007-2436-5_42.

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Gunawan, Angeline, Hartanto Wibowo, and Jimmy Chandra. "Numerical Modeling of Precast Concrete Interior Beam-Column Joints with Hybrid Connection System: Model Verification and Parametric Study." In Lecture Notes in Civil Engineering. Springer Nature Singapore, 2025. https://doi.org/10.1007/978-981-96-5654-7_67.

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Psycharis, Ioannis N., Haralambos P. Mouzakis, and Panayotis G. Carydis. "Experimental Investigation of the Seismic Behaviour of Precast Structures with Pinned Beam-to-Column Connections." In Role of Seismic Testing Facilities in Performance-Based Earthquake Engineering. Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-1977-4_18.

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Conference papers on the topic "Precast beam to column connection"

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Gao, Yun-feng, Zhi-gang Wang, Zeng Zeng, and Yan Xu. "Experimental study on the feasibility of a centrifugal precast pipe column with a socket connection." In IABSE Congress, San José 2024: Beyond Structural Engineering in a Changing World. International Association for Bridge and Structural Engineering (IABSE), 2024. https://doi.org/10.2749/sanjose.2024.1367.

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&lt;p&gt;As accelerated bridge construction for bridges continues to evolve in China, the application of this technology has expanded from superstructures to substructures. To further promote its application, this paper aims to propose the socketed centrifugal precast pipe column as a reference replacement solution. Two specimens were designed in this paper based on preliminary experimental research: one is a cast-in-place (CIP) solid cylindrical column specimen, and the other is a socketed centrifugal precast pipe column specimen. The performance differences between the two types of columns were studied through quasi-static tests, and the feasibility of the socketed centrifugal precast pipe column specimen was explored. The experimental results show that the test phenomena of the precast specimen and the CIP specimen are generally similar. Insufficient bonding between the filling concrete and the pipe column leads to phenomena such as hoop reinforcement fracture and compression failure in the precast specimen. There is a slight difference in the seismic performance between the precast specimen and the CIP specimen, with the precast specimen having higher bearing capacity and the CIP specimen having higher displacement ductility. Overall, the socketed centrifugal precast pipe column can meet the design requirements equivalent to CIP solid columns.&lt;/p&gt;
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Nakamura, Masanori, Yuto Shimoirisa, and Shinichi Shioya. "STEEL BAR-TIMBER COMPOSITE BEAM-COLUMN CONNECTION ADOPTING STEEL DAMPER." In World Conference on Timber Engineering 2025. World Conference On Timber Engineering 2025, 2025. https://doi.org/10.52202/080513-0455.

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Fujita, Masanori, Yangfan Li, and Makoto Nakamura. "Test on beam-to-column connection of existing steel buildings for reuse." In IABSE Symposium, Tokyo 2025: Environmentally Friendly Technologies and Structures: Focusing on Sustainable Approaches. International Association for Bridge and Structural Engineering (IABSE), 2025. https://doi.org/10.2749/tokyo.2025.0174.

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&lt;p&gt;The reuse of steel structures involves collecting members such as columns, beams and sub-beams from existing buildings, refabricating and reusing them in new buildings. Referring to previous studies, design for elastic behaviour, design for reduced performance and design as new steel are classified as design methods for reuse of steel structure buildings. In Japan, the New Seismic Design method was introduced in 1981 in case of a major earthquake. If building structures do not meet the allowable stress, they must be designed so that the load-carrying capacity of building structures exceed required load-carrying capacity. It means member stress caused at a major earthquake should be resisted by strength and ductility of steels. This paper describes the structural performance of existing steel frames completed in the 1970s for reuse.&lt;/p&gt;
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Choi, Hyeongjin, Dave M. Osabel, Sanghoon Kim, Jaehoon Bae, Youngju Kim, and Jaehyeok Doh. "Improvement Study of the Proposed Beam-Column Carbon Minimized Dismantle Connection (CNDC) using Three-Dimensional Finite Element Analysis." In IABSE Symposium, Tokyo 2025: Environmentally Friendly Technologies and Structures: Focusing on Sustainable Approaches. International Association for Bridge and Structural Engineering (IABSE), 2025. https://doi.org/10.2749/tokyo.2025.3044.

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&lt;p&gt;An innovative concept design of a “carbon-neutral, easy-to-dismantle beam-column connection” was previously proposed for an environmentally friendly construction. Full-scale test and three-di- mensional finite element (3D-FE) analysis had been conducted to investigate how the so-called Carbon Minimized Dismantle Connection (CNDC) would behave. Accordingly, the CNDC met the stiffness for the rotation angle of moment frame similarly as a conventional beam-column connec- tion. However, in terms of energy dissipation, it showed relatively low performance due to pinching of moment-rotation hysteresis. Numerical modeling showed local bulging-and-dimpling of column face due to the pulling of shear tab by the beam. Hence, an improvement study on the design and configuration of the CNDC by 3D-FE analysis was carried out. Numerically, the new design of the CNDC with the added fillet plate and increased column thickness has a better performance than the originally proposed design&lt;b&gt;.&lt;/b&gt;&lt;/p&gt;
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Chong, Shen, Su Qingtian, Wu Chong, and Li Jinguo. "Numerical and Experimental Study on the Static Performance of Composite T-shaped Piers with Steel Bent Cap and Concrete Column." In IABSE Congress, San José 2024: Beyond Structural Engineering in a Changing World. International Association for Bridge and Structural Engineering (IABSE), 2024. https://doi.org/10.2749/sanjose.2024.0763.

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&lt;p&gt;In order to solve the problems of heavy self-weight and construction difficulties of the cap beam, a new kine of composite T-shaped pier with steel bent cap and concrete column is proposed in this paper, and its connection joint consists of flange and rebars. Finite element analysis and scaled model test are used to study the ultimate bearing capacity and failure mode of the pier. In the test, there was a significant vertical displacement at the end of the right cantilever beam, and local buckling caused by principle stress occurred at the top of webs between transversal partitions and ribs. However, there was no obvious damage to the concrete column and connection joint. According to the measurement program, the transversal strain of plates at the root of cantilever beam is the highest, little bigger than that of the section where local buckling occurs. However, due to the small stiffness of the webs between transversal partitions and ribs and the location below the support, large shear force makes local buckling easier to occur. Moreover, the safety factor of the composite T-shaped pier is approximately 2.8, which can provide reference for the design of similar structures.&lt;/p&gt;
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"Simple Approach to Precast Beam-Column Connection Assemblies." In SP-128: Evaluation and Rehabilitation of Concrete Structures and Innovations in Design. American Concrete Institute, 1991. http://dx.doi.org/10.14359/3295.

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Almohagry, Ashraf Adel, Zainah Ibrahim, Farooq Ahmed Athar, Muhammad Usman Hanif, and Ahmad Zaki. "Performance of Precast Beam to Column Connection With Billet Connector Using FEM." In 4th International Conference on Sustainable Innovation 2020–Technology, Engineering and Agriculture (ICoSITEA 2020). Atlantis Press, 2021. http://dx.doi.org/10.2991/aer.k.210204.012.

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Pul, Selim, and Mehmet Şentürk. "A Bolted Moment Connection Model for Precast Column-Beam Joint." In The 2nd World Congress on Civil, Structural, and Environmental Engineering. Avestia Publishing, 2017. http://dx.doi.org/10.11159/icsenm17.129.

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Moldovan, M., M. Nedelcu, and Z. Kovacs. "Cyclic Behaviour of Beam-Column Dowel Connection in Precast Elements." In 14th WCCM-ECCOMAS Congress. CIMNE, 2021. http://dx.doi.org/10.23967/wccm-eccomas.2020.114.

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Vidjeapriya, R., and K. P. Jaya. "Non Linear Analysis of Precast Beam-Column Dowel Connections." In 5th International Congress on Computational Mechanics and Simulation. Research Publishing Services, 2014. http://dx.doi.org/10.3850/978-981-09-1139-3_092.

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Reports on the topic "Precast beam to column connection"

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Cheok, Geraldine S., and H. S. Lew. Performance of 13-scale model precast concrete beam-column connections subjected to cyclic inelastic loads. National Institute of Standards and Technology, 1990. http://dx.doi.org/10.6028/nist.ir.4433.

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Cheok, Geraldine S., and H. S. Lew. Performance of 13-scale model precast concrete beam-column connections subjected to cyclic inelastic loads - Report no. 2. National Institute of Standards and Technology, 1991. http://dx.doi.org/10.6028/nist.ir.4589.

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Wu, Yingjie, Selim Gunay, and Khalid Mosalam. Hybrid Simulations for the Seismic Evaluation of Resilient Highway Bridge Systems. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, 2020. http://dx.doi.org/10.55461/ytgv8834.

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Bridges often serve as key links in local and national transportation networks. Bridge closures can result in severe costs, not only in the form of repair or replacement, but also in the form of economic losses related to medium- and long-term interruption of businesses and disruption to surrounding communities. In addition, continuous functionality of bridges is very important after any seismic event for emergency response and recovery purposes. Considering the importance of these structures, the associated structural design philosophy is shifting from collapse prevention to maintaining functionality in the aftermath of moderate to strong earthquakes, referred to as “resiliency” in earthquake engineering research. Moreover, the associated construction philosophy is being modernized with the utilization of accelerated bridge construction (ABC) techniques, which strive to reduce the impact of construction on traffic, society, economy and on-site safety. This report presents two bridge systems that target the aforementioned issues. A study that combined numerical and experimental research was undertaken to characterize the seismic performance of these bridge systems. The first part of the study focuses on the structural system-level response of highway bridges that incorporate a class of innovative connecting devices called the “V-connector,”, which can be used to connect two components in a structural system, e.g., the column and the bridge deck, or the column and its foundation. This device, designed by ACII, Inc., results in an isolation surface at the connection plane via a connector rod placed in a V-shaped tube that is embedded into the concrete. Energy dissipation is provided by friction between a special washer located around the V-shaped tube and a top plate. Because of the period elongation due to the isolation layer and the limited amount of force transferred by the relatively flexible connector rod, bridge columns are protected from experiencing damage, thus leading to improved seismic behavior. The V-connector system also facilitates the ABC by allowing on-site assembly of prefabricated structural parts including those of the V-connector. A single-column, two-span highway bridge located in Northern California was used for the proof-of-concept of the proposed V-connector protective system. The V-connector was designed to result in an elastic bridge response based on nonlinear dynamic analyses of the bridge model with the V-connector. Accordingly, a one-third scale V-connector was fabricated based on a set of selected design parameters. A quasi-static cyclic test was first conducted to characterize the force-displacement relationship of the V-connector, followed by a hybrid simulation (HS) test in the longitudinal direction of the bridge to verify the intended linear elastic response of the bridge system. In the HS test, all bridge components were analytically modeled except for the V-connector, which was simulated as the experimental substructure in a specially designed and constructed test setup. Linear elastic bridge response was confirmed according to the HS results. The response of the bridge with the V-connector was compared against that of the as-built bridge without the V-connector, which experienced significant column damage. These results justified the effectiveness of this innovative device. The second part of the study presents the HS test conducted on a one-third scale two-column bridge bent with self-centering columns (broadly defined as “resilient columns” in this study) to reduce (or ultimately eliminate) any residual drifts. The comparison of the HS test with a previously conducted shaking table test on an identical bridge bent is one of the highlights of this study. The concept of resiliency was incorporated in the design of the bridge bent columns characterized by a well-balanced combination of self-centering, rocking, and energy-dissipating mechanisms. This combination is expected to lead to minimum damage and low levels of residual drifts. The ABC is achieved by utilizing precast columns and end members (cap beam and foundation) through an innovative socket connection. In order to conduct the HS test, a new hybrid simulation system (HSS) was developed, utilizing commonly available software and hardware components in most structural laboratories including: a computational platform using Matlab/Simulink [MathWorks 2015], an interface hardware/software platform dSPACE [2017], and MTS controllers and data acquisition (DAQ) system for the utilized actuators and sensors. Proper operation of the HSS was verified using a trial run without the test specimen before the actual HS test. In the conducted HS test, the two-column bridge bent was simulated as the experimental substructure while modeling the horizontal and vertical inertia masses and corresponding mass proportional damping in the computer. The same ground motions from the shaking table test, consisting of one horizontal component and the vertical component, were applied as input excitations to the equations of motion in the HS. Good matching was obtained between the shaking table and the HS test results, demonstrating the appropriateness of the defined governing equations of motion and the employed damping model, in addition to the reliability of the developed HSS with minimum simulation errors. The small residual drifts and the minimum level of structural damage at large peak drift levels demonstrated the superior seismic response of the innovative design of the bridge bent with self-centering columns. The reliability of the developed HS approach motivated performing a follow-up HS study focusing on the transverse direction of the bridge, where the entire two-span bridge deck and its abutments represented the computational substructure, while the two-column bridge bent was the physical substructure. This investigation was effective in shedding light on the system-level performance of the entire bridge system that incorporated innovative bridge bent design beyond what can be achieved via shaking table tests, which are usually limited by large-scale bridge system testing capacities.
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Williams, Tyler. Lateral Deformation Behavior of Mass Timber Beam to Column Gravity Connection. Portland State University. Department of Civil and Environmental Engineering, 2018. http://dx.doi.org/10.15760/ccemp.43.

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Liu, Muming, and Gang Shi. CYCLIC LOADING TESTS OF DUPLEX STAINLESS STEEL BEAM-TO-COLUMN JOINTS WITH WUF-W CONNECTION. The Hong Kong Institute of Steel Construction, 2018. http://dx.doi.org/10.18057/icass2018.p.050.

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Shu, Ganping, Jianhong Han, Yue Li, Xiaowei Miao, and Peijuan Zhu. EXPERIMENTAL STUDY ON NEW TYPE OF CONCRETE- FILLED STEEL TUBULAR COLUMN TO STEEL BEAM CONNECTION. The Hong Kong Institute of Steel Construction, 2018. http://dx.doi.org/10.18057/icass2018.p.093.

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

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This report describes the design, construction, and shaking table response and computation simulation of a Low Seismic-Damage Bridge Bent built using Accelerated Bridge Construction methods. The proposed bent combines precast post-tensioned columns with precast foundation and bent cap to simplify off- and on-site construction burdens and minimize earthquake-induced damage and associated repair costs. Each column consists of reinforced concrete cast inside a cylindrical steel shell, which acts as the formwork, and the confining and shear reinforcement. The column steel shell is engineered to facilitate the formation of a rocking interface for concentrating the deformation demands in the columns, thereby reducing earthquake-induced damage. The precast foundation and bent cap have corrugated-metal-duct lined sockets, where the columns will be placed and grouted on-site to form the column–beam joints. Large inelastic deformation demands in the structure are concentrated at the column–beam interfaces, which are designed to accommodate these demands with minimal structural damage. Longitudinal post-tensioned high-strength steel threaded bars, designed to respond elastically, ensure re-centering behavior. Internal mild steel reinforcing bars, debonded from the concrete at the interfaces, provide energy dissipation and impact mitigation.
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Xiao-Yan, SONG, ZHONG Wei-Hui, and ZHENG Yu-Hui. INVESTIGATION ON ANTI-COLLAPSE PERFORMANCE OF COMPOSITE BEAM-COLUMN SUBSTRUCTURE WITH WELDED FLANGE-BOLTED WEB CONNECTION IN MINOR-AXIS DIRECTION. The Hong Kong Institute of Steel Construction, 2018. http://dx.doi.org/10.18057/icass2018.p.029.

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Precast Concrete Beam-to-Column Connection System. Purdue University, 2007. http://dx.doi.org/10.5703/1288284315807.

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Performance of 13-scale model precast concrete beam-column connections subjected to cyclic inelastic loads - report no. 3. National Institute of Standards and Technology, 1993. http://dx.doi.org/10.6028/nist.ir.5246.

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