Design and analysis of a seismic resilient steel moment resisting frame equipped with damage-free self-centering column bases

Elettore, Elena; Freddi, Fabio; Latour, Massimo; Rizzano, Gianvittorio

doi:10.1016/j.jcsr.2021.106543

Cited by 87 publications

(52 citation statements)

References 37 publications

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“…An overview of the investigated connection is reported in Fig. 2 and additional details are reported in [17]. The cyclic behaviour of FDs is characterized by a rigid-plastic hysteretic model, which depends on the clamping force and on the friction coefficient of the contact interfaces.…”

Section: Column Base Connection Designmentioning

confidence: 99%

“…Damping sources other than the hysteretic energy dissipation are modelled through the Rayleigh damping matrix where the values of the mass-related and stiffness-related damping coefficients are considered for a damping factor of 2% for the first two vibration modes. Additional details on the modelling approach are provided in Elettore et al [17].…”

Section: Frame Modellingmentioning

confidence: 99%

“…The initial post-tensioning force is modelled by imposing an initial strain equal to FPT /APTEPT by using the 'Initial strain material' along with the elastoplastic material 'Steel01'. A comparison of the numerical and experimental results is carried out and is reported in [17]. NLTHAs are performed in order to assess how the proposed column base influences the seismic response of the frame and Incremental Dynamic Analyses (IDAs) [11] are used to assess the influence of the record-torecord variability.…”

Section: Column Base Modellingmentioning

confidence: 99%

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Seismic response of a steel resilient frame equipped with self‐centering column bases with friction devices

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In the last two decades many researchers focused on the development of innovative building structures with the aim of achieving seismic resilience. Among others, steel Moment Resisting Frames (MRFs) equipped with friction devices in beam‐to‐column joints have emerged as an effective solution able to dissipate the seismic input energy while also ensuring the damage‐free behaviour of the system. However, to date, little attention has been paid to their column bases, which represent fundamental components in order to achieve resilience. In fact, column bases designed by current conventional approaches lead to significant seismic damage and residual drifts leading to difficult‐to‐repair structures. The present paper evaluates the seismic performance of steel MRFs equipped with an innovative damage‐free, self‐centring, rocking column base joints. The proposed column base consists of a rocking splice joint where the seismic behaviour is controlled by a combination of friction devices, providing energy dissipation capacity, and pre‐loaded threaded bars with disk springs, introducing restoring forces in the joint. The design procedure of the column base is presented, a numerical OpenSees model is developed to simulate the seismic response of a perimeter seismic‐resistant frame, including the hysteretic behaviour of the connection. Non‐linear dynamic analyses have been carried out on a set of ground motions records to investigate the effectiveness of the column base in protecting the first storey columns from yielding and in reducing the residual storey drifts. Incremental Dynamic Analyses are used to investigate the influence of the record‐to‐record variability and to derive fragility curves for the whole structure and for several local engineering demand parameters of the frame and of the column base connection. The results show that the damage‐free behaviour of the column bases is a key requirement when self‐centering of MRFs is a design objective.

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Section: Column Base Connection Designmentioning

confidence: 99%

Section: Frame Modellingmentioning

confidence: 99%

Section: Column Base Modellingmentioning

confidence: 99%

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Seismic response of a steel resilient frame equipped with self‐centering column bases with friction devices

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“…The disk springs, arranged in parallel and series, act as a macro-spring system, ensuring sufficient deformability to the connection and an adaptable stiffness resistance combination. Considering this connection typology, Elettore et al [20] recently investigated, through numerical simulations, the seismic response of a 4-storey and 3-bay MRF, which uses conventional beam-tocolumn joints and the SC-CB connections developed by Latour et al [19]. The results show that the introduction of SC-CBs is an effective strategy to reduce the residual drifts of the whole frame and protect the first storey columns from yielding, with the additional benefit of limiting the number of self-centring devices.…”

Section: Introductionmentioning

confidence: 99%

“…The axial design load N Ed is derived from the amplified combination as required by Eurocode 8[1], (i.e., N Ed = N Ed,G + 1.1 ov N Ed,E ) The design moment M Ed is calculated considering the amplified combination as required by Eurocode 8[1], (i.e., M Ed = M Ed,G + 1.1 ov M Ed,E ) while the design shear force is assumed equal to V Ed = M Ed /L 0 , where L 0 is the shear length. Two main requirements must be satisfied during the design[20]: 1) the maximum moment of the SC-CB, M 2 , is lower than the yielding moment of the column M pl,c ; 2) the self-centring behaviour of the connection is achieved if the decompression moment M D , is higher than the moment contribution of the FDs, M FD .The friction pads are chosen according to the results of previous tests carried out by Cavallaro et al[28] and consist of 8 mm of thermally sprayed friction metal steel shims with friction coefficient equal to μ = 0.53. The bolts for the FDs of web and flanges are HV M30 10.9 class; the PT bars are high-strength M36 with a maximum post-tensioning capacity of 514 kN, while the resistance and the stiffness (K ds1 ) of each disk spring are 200 kN and 100 kN/mm, respectively.…”

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confidence: 99%

Performance‐based assessment of seismic‐resilient steel moment resisting frames equipped with innovative column base connections

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Low‐damage and self‐centring column base connections have been proposed in the last two decades as innovative solutions able to provide the seismic resilience in Moment Resisting Frames (MRFs). Although many works have demonstrated the benefits deriving from the adoption of these systems, only a few research studies investigated the significant parameters influencing their self‐centring capability. This paper investigates the influence of the frame layout (i.e., storeys and bays number) on the seismic performance of perimeter MRFs equipped with damage‐free self‐centring column bases previously studied by the authors. Nine case‐study perimeter steel MRFs are designed and modelled in OpenSees. Incremental Dynamic Analyses are performed monitoring both global and storey‐level Engineering Demand Parameters, including peak and residual interstorey drifts. Fragility curves are subsequently used to evaluate the self‐centring capability of the structures. The present study provides insights on the use of the adopted connections for the residual drift reduction of MRFs and defines the boundaries of the investigated parameters for their application. Results highlight that the self‐centring behaviour is particularly sensitive to the number of storeys and tends to reduce with the increasing height of MRFs equipped with the proposed connections.

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Optimised Strategies for Seismic‐Resilient Self‐Centring Steel Moment Resisting Frames

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In recent years there have been significant advancements in the definition of innovative minimal damage structures chasing the urgent requirements of more resilient societies against extreme seismic events. In this context, a type of seismic‐resilient moment resisting frames (MRFs) is based on the use of Self‐Centring Damage‐Free (SCDF) devices in column bases and beam‐to‐column joints. However, when these devices are widespread across the whole structure, the details' complexity increases significantly with respect to conventional solutions, thus limiting their practical application. To overcome this drawback, current research works are focusing on the definition of optimum locations for SCDF devices such that their effectiveness is maximised. Within this context, the present study investigates optimum locations for a limited number of SCDF devices to be used within mid‐ and high‐rise MRFs. An 8‐storey structure is selected for case study purposes and nineteen configurations are investigated considering different positions of SCDF joints. Numerical models of the selected configurations are developed in OpenSees and Incremental Dynamic Analysis are performed. The seismic responses of the case‐study structures equipped with different layouts of SCDF devices are evaluated and compared. Some considerations in terms of optimal distributions of SCDF devices are made with the aim of maximising the efficiency of the solution and the seismic performance of mid‐ and high‐rise MRFs.

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Design and analysis of a seismic resilient steel moment resisting frame equipped with damage-free self-centering column bases

Cited by 87 publications

References 37 publications

Seismic response of a steel resilient frame equipped with self‐centering column bases with friction devices

Seismic response of a steel resilient frame equipped with self‐centering column bases with friction devices

Performance‐based assessment of seismic‐resilient steel moment resisting frames equipped with innovative column base connections

Optimised Strategies for Seismic‐Resilient Self‐Centring Steel Moment Resisting Frames

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