Seismic performance factors for moment frames with steel‐concrete composite columns and steel beams

Denavit, Mark D.; Hajjar, Jerome F.; Perea, Tiziano; Leon, Roberto T.

doi:10.1002/eqe.2737

Cited by 15 publications

(7 citation statements)

References 25 publications

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“…Concrete-filled steel tubes (CFSTs) have been widely used as lateral load-resisting members because they can provide high strength and stiffness, large energy dissipation and fire resistance [1][2][3]. During earthquake loading, local geometric instabilities forming in the steel tube compromise the overall seismic stability of the members, thereby influencing the collapse risk of CFST frame structures [4][5]. Local buckling of CFST members under cyclic loading is controlled by the inelastic behaviour of the steel material as well as the nonlinear geometric instabilities forming at the steel tube.…”

Section: Introductionmentioning

confidence: 99%

Experimental study of the cyclic behavior of steel tube in concrete‐filled steel tube members

Wang,

Lignos

2023

ce papers

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A concrete‐filled steel tube (CFST) specimen was tested under uniaxial loading to acquire the nonlinear monotonic and cyclic response of the steel tube in CFST members including inelastic cyclic local buckling. The failure mode, hysteretic response, envelope curves, strength, and stiffness degradation of the CFST specimen were comprehensively studied. The observed failure modes of the CFST specimen were local buckling and ductile fracture of the steel tube due to ultra‐low‐cycle fatigue. The effective stress‐strain curve of the steel tube exhibited negative stiffness due to local buckling. The compressive resistance of the CFST specimen decreased significantly when local buckling progressed at the steel tube. The tensile unloading stiffness slightly decreased relative to the elastic stiffness of the CFST specimen; conversely the compressive unloading stiffness experienced severe deterioration upon increased cyclic loading. The tensile stiffness decreased gradually during the whole loading process, while the post‐capping stiffness remained stable.

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Section: Introductionmentioning

confidence: 99%

Experimental study of the cyclic behavior of steel tube in concrete‐filled steel tube members

Wang,

Lignos

2023

ce papers

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“…The seismic design codes classify the RCS system as a composite seismic-resisting system, which is a combination of pure steel and pure concrete systems (ASCE/SEI, 2022). As a result, the code suggests using the median values of the seismic design coefficients of these two systems for composite seismic-resisting systems (Denavit et al, 2016).…”

Section: Introductionmentioning

confidence: 99%

“…Limited research has been conducted to assess the seismic design coefficients of composite MRFs. Denavit et al (2016) examined the design coefficients of composite MRFs featuring concrete-filled steel tubes (CFT) and steel-reinforced concrete (SRC) columns and steel beams. Furthermore, Judd and Pakwan (2018) investigated a dual lateral-force resisting system comprising a primary lateral-force resisting system and secondary CFT columns.…”

Section: Introductionmentioning

confidence: 99%

Quantification of the seismic design coefficients for composite special moment frames with reinforced concrete columns and steel beams

Tavasoli Yousefabadi,

Kazemi

2023

Advances in Structural Engineering

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This paper explores the performance of the reinforced concrete column and steel beam (RCS) structural system at the frame-level, with a focus on evaluating the seismic design coefficients ( R-factor, Ω0, and C d) using the FEMA-P695 methodology. The RCS system offers a more efficient and cost-effective solution compared to conventional steel and RC moment-resisting frames, with higher damping and lateral stiffness of RC columns and greater energy dissipation capacity of steel beams. Although several experimental and numerical studies have evaluated the performance of the RCS system, most of them have focused on the connection-level. In this study, 32 archetypes are designed with varying building height, span length, concrete strength, gravity load level, seismic load level, and column-beam strength ratio. Nonlinear analytical models are developed for the selected archetypes, and the modeling assumptions are validated through five distinct experimental tests. The models are then subjected to both static pushover and response history analyses, and the seismic design coefficients of the archetypes are evaluated and discussed based on the FEMA-P695 methodology. The results indicate that the design requirements of the RCS system are efficient, providing a high safety margin. However, the level of conservatism is found to be excessively high. Thus, it is possible to use a larger R-factor in the design process or make some relaxations in the design requirements related to this structural system. While further research should be carried out to validate the results, this study shows that as long as the R-factor is less than R = 10, the building can be deemed sufficiently safe for seismic loadings.

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“…2,3 While capacity design rules have been benchmarked to establish a tolerable risk for collapse safety of modern steel [4][5][6][7][8][9][10] and reinforced concrete (RC) moment-resisting frames (MRFs), [11][12][13][14][15] there is a lack of similar studies for composite-steel MRFs, that constitute the main focus of this paper. Denavit et al 16 proposed seismic performance factors for moment frames with steel-concrete composite columns and steel beams by employing the FEMA P695 methodology. 12 However, the role of slab was disregarded in this case.…”

Section: Introductionmentioning

confidence: 99%

Proposed nonlinear macro‐model for seismic risk assessment of composite‐steel moment resisting frames

Jisr

Kohrangi²,

Lignos

2022

Earthq Engng Struct Dyn

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This paper proposes a macro‐model for simulating the hysteretic behavior of composite‐steel beams as part of fully restrained beam‐to‐column connections in composite‐steel moment‐resisting frames (MRFs). Comparisons with experimental data suggest that the proposed model captures the asymmetric hysteretic response of composite‐steel beams including the cyclic deterioration in strength and stiffness. Moreover, the proposed model captures the primary slab‐column force transfer mechanisms and predicts the slip demands in beam‐slab connections under inelastic cyclic loading. The modeling approach is employed in a system‐level study to benchmark the seismic collapse risk of composite‐steel MRF buildings across Europe. Moreover, the beam‐slab slip demands are quantified through the development of beam‐slab slip hazard curves. The simulation studies suggest that the examined composite‐steel MRFs exhibit a system overstrength of about 4. This is attributed to the drift requirements in the current European seismic provisions.1 The annualized probability of collapse of the prototype buildings is well below 1% over a 50‐year building life expectancy regardless of the design site and the degree of composite action. Beam‐slab connections with a partial degree of composite action experience minimal damage for frequently occurring seismic events (i.e., 50% probability of exceedance over 50 years); and light cracking in the slab for a design basis earthquake. The above are important from a seismic repairability standpoint. Accordingly, it is recommended that the 25% reduction in the shear resistance of stud connectors is not imperative for seismic designs that feature steel beams with depths less than 500 mm.

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Seismic performance factors for moment frames with steel‐concrete composite columns and steel beams

Cited by 15 publications

References 25 publications

Experimental study of the cyclic behavior of steel tube in concrete‐filled steel tube members

Experimental study of the cyclic behavior of steel tube in concrete‐filled steel tube members

Quantification of the seismic design coefficients for composite special moment frames with reinforced concrete columns and steel beams

Proposed nonlinear macro‐model for seismic risk assessment of composite‐steel moment resisting frames

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