Inelastic response of composite steel and concrete base column connections

Sarno, Luigi Di; Pecce, Marisa; Fabbrocino, Giovanni

doi:10.1016/j.jcsr.2006.08.007

Cited by 26 publications

(13 citation statements)

References 13 publications

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“…Maximum joint rotations reached in the 12th cycle (in which there was the maximum demand) are provided in Figure 5(b). Similar positive and negative values were recorded due to the symmetry of the imposed displacement signal and the measured rotations were close to the Eurocode 8 requirement of minimum 35 mrad rotational capacity for high ductility class structures [3].…”

Section: Behaviour In the Quasi-static Cyclic Testsupporting

confidence: 83%

Seismic performance of a 3D full‐scale high‐ductile steel–concrete composite moment‐resisting frame—Part II: Test results and analytical validation

Braconi¹,

Bursi

Fabbrocino

et al. 2008

Earthq Engng Struct Dyn

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SUMMARYThis paper presents the results of a multi-level pseudo-dynamic seismic test program that was performed to assess the performance of a full-scale three-bay, two-storey steel-concrete composite moment-resisting frame built with partially encased composite columns and partial-strength beam-to-column joints. The system was designed to develop a ductile response in the joint components of beam-to-column joints including flexural yielding of beam end plates and shear yielding of the column web panel zone. The ground motion producing the damageability limit state interstorey drift caused minor damage while the ultimate limit state ground motion level entailed column web panel yielding, connection yielding and plastic hinging at the column base connections. The earthquake level chosen to approach the collapse limit state induced more damage and was accompanied by further column web panel yielding, connection yielding and inelastic phenomena at column base connections without local buckling. During the final quasi-static cyclic test with stepwise increasing displacement-amplitudes up to an interstorey drift angle of 4.6%, the behaviour was ductile although cracking of beam-to-end-plate welds was observed. Correlations with numerical simulations taking into account the inelastic cyclic response of beam-to-column and column base joints are also presented in the paper together. Inelastic static pushover and time history analysis

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Section: Behaviour In the Quasi-static Cyclic Testsupporting

confidence: 83%

Seismic performance of a 3D full‐scale high‐ductile steel–concrete composite moment‐resisting frame—Part II: Test results and analytical validation

Braconi¹,

Bursi

Fabbrocino

et al. 2008

Earthq Engng Struct Dyn

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show abstract

“…This is why a test programme performed on a 3D full-scale prototype equipped by PR/PS composite joints appeared necessary to enhance seismic design rules for this specific structural type until now not extensively used. As far as column bases are concerned, traditional end-plate connections were used, but comparative experimental tests with innovative socket-type connections were carried out at the Laboratory of the University of Naples Federico II in collaboration with the University of Sannio and the University of Molise [27].…”

Section: Research Significancementioning

confidence: 99%

“…This activity was part of a collaborative research with the University of Sannio and later on with the University of Molise. The objective of the experimental programme was to assess the rotation capacity of column bases to be used in the test structure at the ELSA [27] and also to compare the performance of traditional base plate connections with different layouts, inspired by those used for precast concrete frames, i.e. socket-type connections.…”

Section: Column Basesmentioning

confidence: 99%

“…The behaviour of anchorage bars embedded in the concrete foundation was performed by purposely specific pull-out tests, as shown in Figures 9(a) and (b), respectively. These latter tests leaded to the definition of adequate constitutive relationships (force-slip law) for this component of the base joint that was used to refine the numerical model of the frame (as depicted in Figure 7(b)) for the numerical simulations of the experimental response [27]. Moreover, the performance in terms of force and longer than the value of T 1 used in design (0.22 s), due to the simplified formula proposed by EC8 for the fundamental period estimation that overestimates the lateral stiffness of the building.…”

Section: Column Basesmentioning

confidence: 99%

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Seismic performance of a 3D full‐scale high‐ductility steel–concrete composite moment‐resisting structure—Part I: Design and testing procedure

Braconi¹,

Bursi

Fabbrocino

et al. 2008

Earthq Engng Struct Dyn

Self Cite

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SUMMARYA multi-level pseudo-dynamic (PSD) seismic test programme was performed on a full-scale three-bay twostorey steel-concrete composite moment-resisting frame built with partially encased composite columns and partial-strength connections. The system was designed to provide strength and ductility for earthquake resistance with energy dissipation located in ductile components of beam-to-column joints including flexural yielding of beam end-plates and shear yielding of the column web panel zone. In addition, the response of the frame depending on the column base yielding was analysed. Firstly, the design of the test structure is presented in the paper, with particular emphasis on the ductile detailing of beam-to-column joints. Details of the construction of the test structure and the test set-up are also given. The paper then provides a description of the non-linear static and dynamic analytical studies that were carried out to preliminary assess the seismic performance of the test structure and establish a comprehensive multi-level PSD seismic test programme. The resulting test protocol included the application of a spectrum-compatible earthquake ground motion scaled to four different peak ground acceleration levels to reproduce an elastic response as well as serviceability, ultimate, and collapse limit state conditions, respectively. Severe damage to the building was finally induced by a cyclic test with stepwise increasing displacement amplitudes.

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“…Those members are generally called composite beams [1][2][3][4][5][6][7][8][9][10][11][12]. If the components are made of materials different from one another, they are also called hybrid beams [6,7,11,[13][14][15][16][17][18][19][20];…”

Section: Introductionmentioning

confidence: 99%