A displacement-based seismic design method for building structures with nonlinear viscoelastic dampers

Zhou, Ying; Aguaguiña, Mario; Beskos, D.E.; Gong, Shunming

doi:10.1007/s10518-021-01135-8

Cited by 17 publications

(8 citation statements)

References 46 publications

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“…Similarity criteria [36] are used to obtain the relevant hysteretic curves of one VEM layer of 300 mm Â 300 mm Â 10 mm according to VEM tests in Section 2. Under the same strain and loading frequency, the similarity criterion is presented as follows (superscript m represents the model damper, and superscript p represents the prototype damper):…”

Section: Simulation Of the Ved With Frequency Independencymentioning

confidence: 99%

“…According to the abovementioned similarity criterion, [36] the hysteretic curves for one VEM layer of 300 mm Â 300 mm Â 10 mm was obtained based on the VEM test results in Besides developing numerical models of the coupled shear wall structure with RVCBs (denoted as RSW), this study also developed models of traditional coupled shear wall (denoted as TSW) for reference. The simulation method of TSW is similar to those in Figure 11 except that the coupling beam is simulated by a complete forceBeamColumn element without the joint node of the zeroLength element for VED simulation.…”

Section: Simulation Of the Ved With Frequency Independencymentioning

confidence: 99%

“…Similarity criteria [ 36 ] are used to obtain the relevant hysteretic curves of one VEM layer of 300 mm × 300 mm × 10 mm according to VEM tests in Section 2. Under the same strain and loading frequency, the similarity criterion is presented as follows (superscript m represents the model damper, and superscript p represents the prototype damper):

s_{u} goodbreak= \frac{u^{normalm}}{u^{normalp}} goodbreak= \frac{u_{0}^{normalm}}{u_{0}^{normalp}} goodbreak= \frac{h^{normalm}}{h^{normalp}}

s_{F} goodbreak= \frac{F^{normalm}}{F^{normalp}} goodbreak= \frac{n^{m} A^{m}}{n^{p} A^{p}}

in which S u and S F are the displacement similarity coefficient and damping force similarity coefficient, respectively; u m , u 0 m , and F m are the displacement, displacement amplitude, and damping force of the hysteretic curve for the model damper, respectively; h m , n m , and A m are the thickness, number, and area of VEM layer for the model damper, respectively; u p , u 0 p , F p , h P , n p , and A p are the corresponding values for the prototype damper.…”

Section: Numerical Analysismentioning

confidence: 99%

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Seismic design and engineering practice of 10‐story shear wall structure with replaceable viscoelastic coupling beams

Zhou

Liu

Xiao

et al. 2023

Structural Design Tall Build

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Summary Structures with replaceable energy‐dissipating elements are attractive systems for improving building resilience. Damage in these structures is mainly limited to dissipating elements, which can be replaced after earthquakes. Among the energy‐dissipating elements, viscoelastic dampers (VEDs) can dissipate energy even under small deformations while providing stable fatigue performances, which benefits high‐rise buildings in resisting both wind and earthquake loadings. This paper presents the seismic design of an engineering practice of a 10‐story shear wall building with replaceable viscoelastic coupling beams. A new type of viscoelastic material that has negligible frequency dependency is adopted to provide stable constraint for the wall piers. The design details, including VEDs, nonreplaceable segment, and the detachable connection, are exemplified. The numerical model of the replaceable structure is established and analyzed under dynamic loadings. Results confirm that the implementation of replaceable viscoelastic coupling beams improves structural seismic performance. The plastic rotation at the end of the coupling beam is significantly reduced up to 41.4% compared with the traditional coupled shear wall structure.

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Section: Simulation Of the Ved With Frequency Independencymentioning

confidence: 99%

Section: Simulation Of the Ved With Frequency Independencymentioning

confidence: 99%

s_{u} goodbreak= \frac{u^{normalm}}{u^{normalp}} goodbreak= \frac{u_{0}^{normalm}}{u_{0}^{normalp}} goodbreak= \frac{h^{normalm}}{h^{normalp}}

s_{F} goodbreak= \frac{F^{normalm}}{F^{normalp}} goodbreak= \frac{n^{m} A^{m}}{n^{p} A^{p}}

Section: Numerical Analysismentioning

confidence: 99%

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Seismic design and engineering practice of 10‐story shear wall structure with replaceable viscoelastic coupling beams

Zhou

Liu

Xiao

et al. 2023

Structural Design Tall Build

Self Cite

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“…The hysteresis force–shear strain relationship exhibits obvious loading amplitude dependence, where Mullins effect is usually accepted to explain this phenomenon [ 79 ]. The hysteretic loop of the studied rubber shows a typical non-linear characteristic [ 80 ], a phenomenon which is mainly attributed to the temperature rise, as well as the fatigue performance of this material during cyclic loading [ 81 ]. Figure 8 c,d shows the relationship between the damping force and loading frequency.…”

Section: Investigation On Kernel Elementsmentioning

confidence: 99%

“…For the SCVEB test, an incremental amplitude loading protocol with the sequence of 1 Δ v , 2 Δ v , 3 Δ v , and 4 Δ v , where Δ v = 15 mm, was employed. The interval Δ v corresponds to the deformation amount when the rubber layer experiences a shear strain of 50%, a value commonly adopted for the investigation of viscoelastic material-based damper [ 80 , 81 ]. Such a loading protocol was practiced twice with two loading frequency levels, i.e., 0.1 and 1.0 Hz, successively.…”

Section: Experimental Verification Of Proposed Scvebmentioning

confidence: 99%

Self-Centering Shape Memory Alloy-Viscoelastic Hybrid Braces for Seismic Resilience

Zhang

Ping

2022

Materials

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This paper presents a novel type of hybrid self-centering braces incorporating tension-only superelastic NiTi shape memory alloy (SMA) cables and integrated viscoelastic dampers (VEDs). One of our reasons for proposing this new SMA-viscoelastic hybrid brace (SCVEB) is to provide enhanced energy-dissipation ability whilst promoting increased self-centering tendency compared with the existing SMA-based self-centering solutions, where upgrading behavior is mainly benefited from the participation of the VEDs. The configuration and the working principle, along with theoretical equations describing the mechanical behavior of the SCVEB, are described in detail firstly. Experimental verification of individual elements in this SCVEB system, namely the NiTi SMA cables and VEDs, was performed to obtain a basic understanding of their mechanical properties. A proof-of-concept SCVEB specimen was then manufactured, and its cyclic performance was further investigated. Followed by this, a system-level analysis on a series of steel frames equipped with or without SCVEB was conducted. The results showed that the SCVEB system exhibited a moderate damping ratio and a more efficient controlled behavior in terms of its post-event residual deformation and floor acceleration when compared with those of the non-SCVEB system.

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Seismic vulnerability analysis of a high‐rise steel frame structure equipped with novel displacement‐amplified viscoelastic dampers

Ye,

Yang,

et al. 2024

Structural Design Tall Build

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SummaryThe energy dissipation capacity of conventional viscoelastic dampers (VEDs) cannot be fully exerted due to the relatively small inter‐story displacement of building structures. Thus, a novel VED with a displacement amplification mechanism based on the lever principle is developed in this study to achieve small displacement but high energy dissipation ability. First, the structural layout of an amplified viscoelastic damper (AVED) system is briefly introduced, and then the displacement amplification effect is described in detail. According to the working principle of the AVED and the relationship of force and geometric displacement in an actual frame structure, the restoring force theoretical formula of the corresponding amplified damper is derived. Based on the restoring force of the AVED and in combination with the secondary development function of the ABAQUS unit, a VUEL subroutine suitable for the explicit algorithm is programmed with the FORTRAN language. Then, the correctness of the subroutine is verified through a comparative analysis of the ABAQUS simulation and theoretically calculated results. Consequently, the vulnerability analysis of a high‐rise steel frame structure is conducted by using the incremental dynamic analysis (IDA) method, and the influence of the AVED on the seismic performance of the steel frame structure is quantitatively analyzed from the perspective of probability statistics. The analysis results show that compared with the VED structure, the failure probability of the AVED‐2 and AVED‐3 structures reaching the ultimate failure state at all levels is reduced by approximately 43% and 57%, respectively, and the collapse margin ratio (CMR) of structures under large earthquakes is increased by approximately 35% and 68%, respectively. This indicates that the AVED structures with displacement‐amplified dampers have a better effect on the seismic stability of tall steel frame structures under random seismic excitations. This study aims to provide comprehensive information for the seismic‐resistant design of tall buildings in earthquake‐prone regions.

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A displacement-based seismic design method for building structures with nonlinear viscoelastic dampers

Cited by 17 publications

References 46 publications

Seismic design and engineering practice of 10‐story shear wall structure with replaceable viscoelastic coupling beams

Seismic design and engineering practice of 10‐story shear wall structure with replaceable viscoelastic coupling beams

Self-Centering Shape Memory Alloy-Viscoelastic Hybrid Braces for Seismic Resilience

Seismic vulnerability analysis of a high‐rise steel frame structure equipped with novel displacement‐amplified viscoelastic dampers

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