Collapse risk of tall steel moment frame buildings with viscous dampers subjected to large earthquakes

Miyamoto, Hiroyuki; Gilani, Amir S. J.; Wada, Akira; Ariyaratana, Christopher

doi:10.1002/tal.593

Cited by 18 publications

(8 citation statements)

References 4 publications

(5 reference statements)

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“…Criteria for damper failure are based on the compound displacement–force limit states, where the damper is assumed to act as a brace when the peak damper displacement is reached . At this stage, the viscous force in the damper drops to zero, and it only provides stiffness to the structure.…”

Section: Resultsmentioning

confidence: 99%

“…For simplicity, it is assumed that all components are made of A36 steel with yield and fracture stresses of 250 and 400 MPa, respectively. The length of the piston and cylinder is assumed to be twice the maximum damper stroke, whereas the length of the piston undercut is taken from the literature . The cross‐sectional areas of the cylinder, piston, and undercut are determined by taking the outer diameter of the cylinder to be 28.6 cm and making the following assumptions: (1) the thickness of the cylinder is 10% of the outer cylinder radius; (2) the piston occupies 25% of the cylinder volume; and (3) the area of the piston undercut is 80% of the piston area.…”

Section: Resultsmentioning

confidence: 99%

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Dynamic analysis of seismically excited flexible truss tower with scissor-jack dampers

Walsh

Cronin

Rambo-Roddenberry

et al. 2011

Struct. Control Health Monit.

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SUMMARY In the proposed work, numerical simulations are conducted to investigate scissor‐jack dampers for controlling vibrations in a seismically excited flexible truss tower. For the scissor‐jack damper, new equations are developed to model the amplification factor that account for large deformations of the damper assembly. The equations are validated using computer‐aided design and are used to investigate the influence of vertical deformations on scissor‐jack damper amplification. Then, seismic analysis is carried out for scissor‐jack dampers installed on a 3D flexible truss tower. To reduce the computational effort, a bi‐model method is employed to represent the 3D truss tower as a dynamically equivalent 2D model. To describe the interaction between the structure and scissor‐jack dampers, the displacement‐dependent amplification factors of the scissor‐jack devices and the corresponding damper forces are calculated at each time step. The response of the tower with scissor‐jack damper systems is simulated for a range of damping and four major earthquakes and time histories of the displacement and absolute acceleration at each level of the tower are obtained. Results indicate that the system is effective in reducing both the displacement and absolute acceleration response of the tower without exceeding damper stroke capacity in most cases, but that damping level and earthquake intensity are important factors in the consideration of scissor‐jack dampers for flexible structures subject to seismic loads. Copyright © 2011 John Wiley & Sons, Ltd.

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Section: Resultsmentioning

confidence: 99%

Section: Resultsmentioning

confidence: 99%

Dynamic analysis of seismically excited flexible truss tower with scissor-jack dampers

Walsh

Cronin

Rambo-Roddenberry

et al. 2011

Struct. Control Health Monit.

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show abstract

“…These low-to mid-rise buildings are an important subgroup of structures, because many applications of the SMRF-FVD system are for this type of construction. A companion paper addresses the response of high-rise SMRF-FVD buildings (Miyamoto et al 2010a).…”

Section: Archetypesmentioning

confidence: 99%

Identifying the Collapse Hazard of Steel Special Moment-Frame Buildings with Viscous Dampers Using theFEMA P695Methodology

Miyamoto¹,

Gilani²,

Wada

et al. 2011

Earthquake Spectra

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An innovative design using steel special moment frames sized per building code requirements for strength and viscous dampers to control story drift ratios results in longer period structures that limit floor accelerations with excellent performance in design-level earthquakes. However, the response of this design to extreme seismic events is not well understood. This is due to the lack of: a) limit state data for dampers, and b) data on the response of the system when subjected to large earthquakes. To address these issues, analytical investigation of the limit states of dampers was performed and the performance of the model was correlated with experimental data. This model was then implemented in a group of archetypes subjected to collapse-level loading. Analysis showed that this design had satisfactory performance when subjected to extreme seismic events. Additional significant improvement in performance was obtained with an enhanced damper design and with a damper safety factor of 1.3.

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“…Patil and Jangid [16] investigated the response of a 76-story benchmark building under across-wind loads. Miyamoto et al [17] studied the collapse risk of tall steel moment-frame buildings (10-, 20-, 30-, and 40-story models) with viscous dampers subjected to severe earthquakes. The analysis showed that during extreme seismic events, the design exhibited satisfactory performance.…”

Section: Introductionmentioning

confidence: 99%

Evaluation of Response Modification Factor of Multiple Story Steel Buildings

Nguyen¹

2020

IJETER

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Response modification factor (R) is a significant design parameter of steel structures under seismic loads. Thus, determine the factor benefits the design process. This study aims to evaluate the values of response modification factors of multiple story steel buildings with considering various damping ratios. Different types of steel structures, from 4-to 12-story buildings, with various damping ratios were first analyzed using SAP software. The results from SAP, then, have been used to calculate the response modification factors using existing models. Results indicate that the use of damper increases significantly the response modification factors of steel structures, e.g., the factor of structures with dampers are 22 -110% higher than the structures without dampers. The height of structures and the number of viscous dampers was found to have significant effect on the response modification factor.

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Collapse risk of tall steel moment frame buildings with viscous dampers subjected to large earthquakes

Cited by 18 publications

References 4 publications

Dynamic analysis of seismically excited flexible truss tower with scissor-jack dampers

Dynamic analysis of seismically excited flexible truss tower with scissor-jack dampers

Identifying the Collapse Hazard of Steel Special Moment-Frame Buildings with Viscous Dampers Using theFEMA P695Methodology

Evaluation of Response Modification Factor of Multiple Story Steel Buildings

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