Seismic self‐centering steel beam‐to‐column moment connections using bolted friction devices

Tsai, Keh‐Chyuan; Chou, Chung‐Che; Lin, Chi-Lon; Chen, Pei‐Ching; Jhang, Sheng-Jhih

doi:10.1002/eqe.779

Cited by 128 publications

(55 citation statements)

References 6 publications

(20 reference statements)

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“…Steel self-centering moment-resisting frames (SC-MRFs) using post-tensioned (PT) beam-column connections are a promising class of resilient structures that exhibit softening force-drift behavior and eliminate beam inelastic deformations and residual drifts (Ricles et al 2001;Christopoulos et al 2002;Rojas et al 2004;Kim and Christopoulos 2008a;Tsai et al 2008;Chou and Lai 2009;Wolski et al 2009;Vasdravellis et al 2013a,b;Dimopoulos et al 2013). Seismic design procedures for SCMRFs are proposed in (Garlock et al 2007;Kim and Christopoulos 2008b).…”

Section: Introductionmentioning

confidence: 99%

Collapse risk and residual drift performance of steel buildings using post-tensioned MRFs and viscous dampers in near-fault regions

Tzimas

Kamaris

Karavasilis

et al. 2016

Bull Earthquake Eng

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Abstract:The potential of post-tensioned self-centering moment-resisting frames (SCMRFs) and viscous dampers to reduce the collapse risk and improve the residual drift performance of steel buildings in near-fault regions is evaluated. For this purpose, a prototype steel building is designed using different seismic-resistant frames, i.e.: moment-resisting frames (MRFs); MRFs with viscous dampers; SC-MRFs; and SC-MRFs with viscous dampers. The frames are modeled in OpenSees where material and geometrical nonlinearities are taken into account as well as stiffness and strength deterioration. A database of 91 nearfault, pulse-like ground motions with varying pulse periods is used to conduct incremental dynamic analysis (IDA), in which each ground motion is scaled until collapse occurs. The probability of collapse and the probability of exceeding different residual story drift threshold values are calculated as a function of the ground motion intensity and the period of the velocity pulse. The results of IDA are then combined with probabilistic seismic hazard analysis models that account for near-fault directivity to assess and compare the collapse risk and the residual drift performance of the different seismic-resistant frames. The paper highlights the benefit of combining the post-tensioning and supplemental viscous damping technologies in the near-source. In particular, the SC-MRF with viscous dampers is found to achieve significant reductions in collapse risk and probability of exceedance of residual story drift threshold values compared to the MRF.

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Section: Introductionmentioning

confidence: 99%

Collapse risk and residual drift performance of steel buildings using post-tensioned MRFs and viscous dampers in near-fault regions

Tzimas

Kamaris

Karavasilis

et al. 2016

Bull Earthquake Eng

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“…Several configurations of self-centering MRFs have been proposed, with the main difference being relevant to the type of energy dissipating device used, i.e. steel yielding based [20][21][22][23][24][25] or friction based [26][27][28][29]. Christopoulos et al [30] proposed a braced frame using self-centering braces.…”

Section: And Uangmentioning

confidence: 99%

Dual seismic-resistant steel frame with high post-yield stiffness energy-dissipative braces for residual drift reduction

Baiguera

Vasdravellis

Karavasilis

2016

Journal of Constructional Steel Research

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Keywords: Dual seismic-resistant steel frame; low-damage steel frame; residual drift mitigation; energy-dissipative brace; replaceable fuse; nonlinear finite element analysis. Abstract.A dual seismic-resistant steel frame, which consists of a moment-resisting frame equipped with high post-yield stiffness energy-dissipative braces, is proposed and numerically evaluated. Replaceable hourglass shape pins made of duplex stainless steel with high postyield stiffness and large energy dissipation and fracture capacity are in series connected to conventional steel braces. Moreover, replaceable fuses are introduced in the beams at the locations where plastic hinges are expected to develop. A performance-based seismic design procedure and appropriate capacity design rules are used to design the dual frame, while its seismic performance is evaluated with advanced numerical simulations using experimentally validated shell-solid finite element models and simplified beam element models. The numerical results show that the dual frame has adequate stiffness and energy dissipation capacity to control peak storey drifts (i.e. non-structural damage), while plastic deformations (i.e. structural damage) are isolated within the replaceable pins of the braces and the beam fuses. In addition, the high post-yield stiffness of the pins, combined with the appreciable elastic deformation capacity of the moment-resisting frame, results in significant reduction of residual storey drifts, which are found to have a mean value of 0.06% under the design earthquake and a mean value of 0.12% under the maximum considered earthquake. These values indicate a superior residual storey drift performance compared to steel frames equipped with buckling restrained braces, and highlight the potential of the proposed dual frame to help steel buildings to return to service within an acceptable short time in the aftermath of a strong earthquake.2

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“…A variety of friction dissipators have been proposed for structural energy dissipation (Pall and Marsh 1982, Palsson et al 1984, Tyler 1985, Sumitomo 1987, Pall 1989, Richter et al 1990, Vezina et al 1992, Cherry and Filiatrault 1993, Grigorian et al 1993, Way 1996, Soong and Dargush 1997, Housner et al 1997, Wu and Ou 2003, Cho and Kwon 2004, Morgen and Kurama 2004, Tsai et al 2008, Morgen and Kurama 2008, design criteria have been issued (Rao et al 1996, Colajanni and Papia 2008, Levy et al 2000, Moreschi and Singh 2003, De la Llera et al 2005, Levy, Lavan and Rutenberg 2005, numerical simulation algorithms have been formulated (Dimova et al 1995, De la Cruz et al 2007) and a number of applications have been reported (Pall et al 1993, Tena 2007, Zhou et al 2007). In the reference (Dimova and Hirata 2000) a study about the seismic efficiency of friction dissipators is presented.…”

Section: Fig 2 Hysteresis Loops Of Energy Dissipatorsmentioning

confidence: 99%

“…-Reported experiments (Tyler 1985, Filiatrault and Cherry 1987, Fitzgerald et al 1989, Anagnostides and Hargreaves 1990, Aiken and Kelly 1990, Richter et al 1990, Whittaker et al 1991, Grigorian et al 1993, Yang and Popov 1995, Wu and Ou 2003, Morgen and Kurama 2004, Ng and Xu 2006, Vial et al 2005, Ricles et al 2006, Zhu et al 2006, Tsai et al 2008, Morgen and Kurama 2008, Iyama et al 2009) do not yield enough information about those questions, as they are mostly oriented to check the global validity of particular devices or assemblies. -The numerical simulation constitutes a challenging issue as the dynamic behavior of friction devices is highly nonlinear, as discussed previously.…”

Section: Fig 2 Hysteresis Loops Of Energy Dissipatorsmentioning

confidence: 99%

Experimental study of friction dissipators for seismic protection of building structures

Almansa

Cruz

Taylor

2011

Earthq. Eng. Eng. Vib.

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This paper presents unidirectional shaking table tests of two reduced scale steel models of building frames; they have one and two floors, respectively. Such frames incorporate friction dissipators at every floor. The inputs are sine-dwells and artificial and registered earthquakes. This work belongs to a larger research project aiming to assess the seismic efficiency of friction dissipators by means of an integrated numerical and experimental approach. Inside this framework, the main objectives of these experiments are: (i) to collect a wide range of results useful to calibrate a numerical model derived inside the project, (ii) to contribute to clarify some of the most controversial issues about friction dissipators (behavior for inputs containing pulses, capacity to cut resonance peaks, introduction of high frequencies in the response, self-generated eccentricities), (iii) to better understand their dynamic behavior, (iv) to give an insight on the feasibility and reliability of using simple friction dissipators for seismic protection of building structures and (v) to characterize the hysteretic behavior of these devices. Most of these objectives are satisfactorily reached and relevant conclusions are stated.

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Seismic self‐centering steel beam‐to‐column moment connections using bolted friction devices

Cited by 128 publications

References 6 publications

Collapse risk and residual drift performance of steel buildings using post-tensioned MRFs and viscous dampers in near-fault regions

Collapse risk and residual drift performance of steel buildings using post-tensioned MRFs and viscous dampers in near-fault regions

Dual seismic-resistant steel frame with high post-yield stiffness energy-dissipative braces for residual drift reduction

Experimental study of friction dissipators for seismic protection of building structures

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