Acceleration demand of the outer-skin curtain wall system of the Shanghai Tower

Liu, Wensheng; Huang, Baofeng; Chen, Shiming; Mosalam, Khalid M.

doi:10.1002/tal.1341

Cited by 8 publications

(19 citation statements)

References 20 publications

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“…Furthermore, the current code provisions on drift demand mostly ensure the structural stability of the building, that is, to prevent collapse under expected earthquake excitations. To understand the actual drift demand of the outer‐skin CW system of the Shanghai Tower, time‐history analysis is conducted under selected GMs, and the obtained displacement time histories of the reinforced stories are analyzed. From the obtained results, the following conclusions are drawn: Under 1D earthquake excitations, the IDR demand values are smaller than the code specifications, and they significantly increase under 3D earthquake excitations.…”

Section: Discussionmentioning

confidence: 99%

“…Therefore, in this paper, a time‐history analysis of the main structure is essential to determine the drift demand of the outer‐skin CW system. It is noted that the drift demands are controlled by the reinforced (strengthened) stories of each vertical zone of the main structure . Heightwise IDR distribution profiles are obtained from the relative floor‐displacement response of each reinforced story of the main structure.…”

Section: Story‐drift Determinationmentioning

confidence: 99%

“…The detailed procedures of selecting the GMs are discussed elsewhere . Moreover, the details of the numerical model, GM selection and scaling, and the dynamic analysis are addressed in a companion paper …”

Section: Drift Demand Under 1d Earthquake Excitationmentioning

confidence: 99%

“…The elevations, typical floor plan, and the outer‐skin CW system are shown in Figures , and , respectively. Detailed information on the CW system, analytical parameters, and the structural model of the main structure can be found in Lu et al and Huang . The unique structural configuration of the outer‐skin CW system of the Shanghai Tower is important for the determination of the seismic performance under expected earthquake excitations .…”

Section: Introductionmentioning

confidence: 99%

“…The unique structural configuration of the outer‐skin CW system of the Shanghai Tower is important for the determination of the seismic performance under expected earthquake excitations . In addition to the acceleration demand, drift demand, that is, the allowable drift limit of the main structure, where the CW is viewed as its secondary system, is one of the critical engineering demand parameters to which the CW system is exposed. Higher amounts of drift are associated with unacceptable amounts of potential damage and a shortfall in the desired seismic performance.…”

Section: Introductionmentioning

confidence: 99%

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Drift demand of the outer‐skin curtain wall system of the Shanghai Tower

Huang

Liu

Chen

et al. 2017

Structural Design Tall Build

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Summary As a drift‐sensitive nonstructural component, the in‐plane deformation ability of the curtain wall (CW) in a tall building is critical to the seismic performance. The immediate earthquake excitation of the CW system is the floor response where the CW is located. To evaluate the drift demand of the outer‐skin CW system of the Shanghai Tower, floor responses of the reinforced stories of each vertical zone are analyzed. Drift demands, including the interzone drift ratio (IDR) and interzone drift response spectrum (IDRS), are obtained to define the engineering demand parameters related to the in‐plane relative displacement of the CW system. The results show that the 3‐dimensional ground motion (GM) excitations generate larger heightwise IDR distribution profiles and larger IDRSs than the 1‐dimensional GMs. The obtained IDR demands are shown to be 1/250, 1/150, and 1/100 for 3 key earthquake intensity levels. These values are different from those given by the current code provisions of China and other countries. The IDR distribution profiles of each vertical zone increase with height. The mean IDRSs of all 8 main vertical zones under selected GM excitations are determined as the representative drift spectra for each earthquake intensity level. Based on these mean spectra, simplified bilinear drift spectra are constructed for seismic design and analysis of the outer‐skin CW system of the Shanghai Tower.

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Section: Discussionmentioning

confidence: 99%

Section: Story‐drift Determinationmentioning

confidence: 99%

Section: Drift Demand Under 1d Earthquake Excitationmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Drift demand of the outer‐skin curtain wall system of the Shanghai Tower

Huang

Liu

Chen

et al. 2017

Structural Design Tall Build

Self Cite

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Shaking table tests of a full‐scale 10‐story reinforced‐concrete building (2015). Phase II: Seismic resisting system

Kang

Kajiwara

Tosauchi³

et al. 2023

Earthq Engng Struct Dyn

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A 10‐story reinforced‐concrete (RC) building was subjected to a shaking table test using E‐Defense, the largest three‐dimensional earthquake simulator in the world, to estimate the effects of a flexible foundation and seismic response of a mid‐rise building. Two structural systems with different base supporting conditions were adopted for two phases of tests for comparative purposes: the first system was free‐standing with base sliding and uplifting, and the second was a conventional RC seismic resisting system with a fixed base. This paper mainly reports the test results for the conventional RC seismic resisting system with a fixed base, which comprises a moment‐resisting frame system in the longitudinal direction and a frame system with multistory shear walls in the transverse direction. The objective of this research was to confirm the seismic capacity of a mid‐rise building designed in accordance with current Japanese building standards and guidelines. Even though the story drift ratio exceeded 3% under extreme motion exceeding the design earthquake, the structure remained stable throughout the tests, satisfying the design concept of collapse prevention performance, whereas relatively severe damage was observed in the beam–column joints. Crack observations indicated massive damage sustained by the beam–column joints. The measured shear deformations at the beam–column joints accounted for more than half of the inter‐story drift at the peak response.

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