Probabilistic economic seismic loss estimation in steel buildings using post‐tensioned moment‐resisting frames and viscous dampers

Dimopoulos, Athanasios I.; Tzimas, Angelos S.; Karavasilis, Theodore L.; Vamvatsikos, Dimitrios

doi:10.1002/eqe.2722

Cited by 37 publications

(19 citation statements)

References 37 publications

(61 reference statements)

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“…Such residual drifts reach values close to 0.5% under individual earthquake ground motions (i.e. a critical value that is considered as the limit beyond which repair of a steel building may not be economically viable [20]). On the other hand, the use of the rocking column base essentially eliminates the 1 st story residual drift.…”

Section: Seismic Analyses Resultsmentioning

confidence: 99%

“…To capture rocking behavior, 'zero-length' contact spring elements associated with the 'elastic compression-no tension' material of OpenSees [16] are used to connect the nodes of the column base and the fixed nodes of the column base at the locations of the centers of rotation. The compression stiffness of the contact springs is assumed equal to 20 times the axial stiffness of the column following the modeling approach in [20]. Larger values of this stiffness were found to produce practically the same results but with higher computational cost.…”

Section: Opensees Nonlinear Model For the Column Basementioning

confidence: 99%

“…The models use fiber beam-column elements for the beams and columns, while appropriate combinations of zero-length nonlinear rotational springs are used for the panel zones, the PT beam-column connections, and the locations where beam plastic hinges are expected. More information on modeling SC-MRFs in OpenSees can be found in [20]. The rocking column bases are modeled as described in Section 4.1.…”

Section: Models For the Sc-mrfs And Earthquake Ground Motionsmentioning

confidence: 99%

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11.25: Rocking damage‐free steel column base with friction devices: Design procedure and global seismic response of buildings

2017

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Resilient minimal-damage steel frames, such as post-tensioned self-centering steel frames or steel frames with passive dampers, have been extensively studied but little attention has been paid to their column bases. This paper presents a rocking damage-free steel column base using post-tensioned high strength steel bars to control rocking behavior and friction devices that provide stable energy dissipation capacity. Contrary to conventional steel column bases, the monotonic and cyclic hysteretic moment-rotation behavior of the proposed column base can be easily described using simple analytical equations. The paper describes in detail a step-by-step design procedure for the column base that ensures damage-free behavior and adequate selfcentering and energy dissipation capacity. A finite element model for the column base is developed in OpenSees and used to conduct nonlinear dynamic (seismic) analyses of a building using self-centering steel moment-resisting frames. The results of the analyses show that the column base helps the building to avoid damage in the 1 st story columns along with eliminating the 1 st story residual drifts under both the design and maximum considered earthquake intensities.

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Section: Seismic Analyses Resultsmentioning

confidence: 99%

Section: Opensees Nonlinear Model For the Column Basementioning

confidence: 99%

Section: Models For the Sc-mrfs And Earthquake Ground Motionsmentioning

confidence: 99%

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11.25: Rocking damage‐free steel column base with friction devices: Design procedure and global seismic response of buildings

2017

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“…Finite element models for the SC‐MRFs are developed in OpenSees . Information on modeling SC‐MRFs in OpenSees can be found in . The model for the SC‐MRF with rocking column bases is using the model described in Section 4.2.…”

Section: Effect Of Rocking Column Base On Global Seismic Responsementioning

confidence: 99%

Rocking damage‐free steel column base with friction devices: design procedure and numerical evaluation

Freddi

Dimopoulos

Karavasilis

2017

Earthq Engng Struct Dyn

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Summary Earthquake‐resilient steel frames, such as self‐centering frames or frames with passive energy dissipation devices, have been extensively studied during the past decade, but little attention has been paid to their column bases. The paper presents a rocking damage‐free steel column base, which uses post‐tensioned high‐strength steel bars to control rocking behavior and friction devices to dissipate seismic energy. Contrary to conventional steel column bases, the rocking column base exhibits monotonic and cyclic moment–rotation behaviors that are easily described using simple analytical equations. Analytical equations are provided for different cases including structural limit states that involve yielding or loss of post‐tensioning in the post‐tensioned bars. A step‐by‐step design procedure is presented, which ensures damage‐free behavior, self‐centering capability, and adequate energy dissipation capacity for a predefined target rotation. A 3D nonlinear finite element (FE) model of the column base is developed in abaqus. The results of the FE simulations validate the accuracy of the moment–rotation analytical equations and demonstrate the efficiency of the design procedure. Moreover, a simplified model for the column base is developed in OpenSees. Comparisons among the OpenSees and abaqus models demonstrate the efficiency of the former and its adequacy to be used in nonlinear dynamic analysis. A prototype steel building is designed as a self‐centering moment‐resisting frame with conventional or rocking column bases. Nonlinear dynamic analyses show that the rocking column base fully protects the first story columns from yielding and eliminates the first story residual drift without any detrimental effect on peak interstory drifts. The study focuses on the 2D rocking motion and, thus, ignores 3D rocking effects such as biaxial bending deformations in the friction devices. The FE models, the analytical equations, and the design procedure will be updated and validated to cover 3D rocking motion effects after forthcoming experimental tests on the column base. Copyright © 2017 John Wiley & Sons, Ltd.

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“…Specifically, with respect to PBSD, NTHA using hundreds (or thousands) of ground motion records is required to perform a probabilistic seismic performance assessment of buildings. In recent years, for the seismic performance and probabilistic collapse resistance assessment of buildings with energy dissipation systems, many studies that use incremental dynamic analysis [15] and perform an NTHA using an elaborate analytical model have been conducted [16][17][18][19][20]. However, NTHA using an elaborate analytical model also requires intensive computations to estimate seismic demands [21].…”

Section: Introductionmentioning

confidence: 99%

Evaluation of a Simplified Method to Estimate the Peak Inter-Story Drift Ratio of Steel Frames with Hysteretic Dampers

Kang

Mori

2017

Applied Sciences

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Abstract:In this paper, a simplified method is proposed to estimate the peak inter-story drift ratios of steel frames with hysteretic dampers. The simplified method involved the following: (1) the inelastic spectral displacement is estimated using a single-degree-of-freedom (SDOF) system with multi-springs, which is equivalent to a steel frame with dampers and in which multi-springs represent the hysteretic behavior of dampers; (2) the first inelastic mode vector is estimated using a pattern of story drifts obtained from nonlinear static pushover analysis; and (3) the effects of modes higher than the first mode are estimated by using the jth modal period, jth mode vector, and jth modal damping ratio obtained from eigenvalue analysis. The accuracy of the simplified method is estimated using the results of nonlinear time history analysis (NTHA) on a series of three-story, six-story, and twelve-story steel moment resisting frames with steel hysteretic dampers. Based on the results of a comparison of the peak inter-story drift ratios estimated by the simplified method and that computed via NTHA using an elaborate analytical model, the accuracy of the simplified method is sufficient for evaluating seismic demands.

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Probabilistic economic seismic loss estimation in steel buildings using post‐tensioned moment‐resisting frames and viscous dampers

Cited by 37 publications

References 37 publications

11.25: Rocking damage‐free steel column base with friction devices: Design procedure and global seismic response of buildings

11.25: Rocking damage‐free steel column base with friction devices: Design procedure and global seismic response of buildings

Rocking damage‐free steel column base with friction devices: design procedure and numerical evaluation

Evaluation of a Simplified Method to Estimate the Peak Inter-Story Drift Ratio of Steel Frames with Hysteretic Dampers

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