Shaking Table Tests on Earthquake Response Characterization of a Complex Museum Isolated Structure in High Intensity Area

Liu, Wenguang; Qin, Chuan; Le, Yang; He, Wenfu; Yang, Qiaorong

doi:10.1155/2016/7974090

Cited by 58 publications

(9 citation statements)

References 38 publications

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“…In shaking table tests, most researchers used scaled models as specimens. For example, Liu et al [8] carried out shaking table tests on a 1/30 scaled model with and without base isolation bearings to assess the seismic performance of an isolated museum structure in high earthquake intensity regions. Lu et al [9] tested a 1/50 scale high-rise building model on a shaking table for Shanghai World Financial Center Tower.…”

Section: Introductionmentioning

confidence: 99%

Shaking Table Model Test and Seismic Performance Analysis of a High‐Rise RC Shear Wall Structure

Cai

Kong

2019

Shock and Vibration

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A building developed by Wuhan Shimao Group in Wuhan, China, is a high-rise residence with 56 stories near the Yangtze River. The building is a reinforced concrete structure, featuring with a nonregular T-type plane and a height 179.6 m, which is out of the restrictions specified by the China Technical Specification for Concrete Structures of Tall Building (JGJ3-2010). To investigate its seismic performance, a shaking table test with a 1/30 scale model is carried out in Structural Laboratory in Wuhan University of Technology. The dynamic characteristics and the responses of the model subject to different seismic intensities are investigated via the analyzing of shaking table test data and the observed cracking pattern of the scaled model. Finite element analysis of the shaking table model is also established, and the results are coincident well with the test. An autoregressive method is also presented to identify the damage of the structure after suffering from different waves, and the results coincide well with the test and numerical simulation. The shaking table model test, numerical analysis, and damage identification prove that this building is well designed and can be safely put into use. Suggestions and measures to improve the seismic performance of structures are also presented.

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Section: Introductionmentioning

confidence: 99%

Shaking Table Model Test and Seismic Performance Analysis of a High‐Rise RC Shear Wall Structure

Cai

Kong

2019

Shock and Vibration

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“…Table 1 lists the scale factors and the geometric details of some scale model rubber bearings used for shaking table tests in literature. [ 9–16 ] It can be noted that scale model rubber bearings need to be designed with diameters smaller than 150 mm in some cases. However, in these cases, the individual rubber layer thickness cannot be scaled down correctly.…”

Section: Introductionmentioning

confidence: 99%

“…One way is to increase the dimension of model bearings by merging the model bearings in the model isolation layer. For example, Liu et al [16] merged the model bearings in model isolation layer and used nine small-scale model bearings with a diameter of 100 mm to simulate 166 large-size bearings with diameters of 800 and 1,000 mm in the prototype isolation layer. By merging the model bearings, the scale model bearings can be designed with a larger dimension to satisfy the requirement on minimum thickness of the rubber layers and ascertain stable mechanical properties.…”

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confidence: 99%

Coordinative similitude method considering overturning effect for scale model testing of structures with rubber bearings

Ren

Liu

Zhu

et al. 2020

Structural Design Tall Build

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Generally, when a prototype is scaled down to a scale model, all parameters of the scale model should be designed to satisfy the similitude criteria. For a base-isolated structure with rubber bearings, however, it is technically difficult to obtain smallsized rubber bearings with the first shape factor satisfying the similitude criteria. This distortion affects the similitude ratio of the vertical stiffness of the bearings and, thus, influences the similitude ratio of the horizontal response of the structure because of the overturning effect. To solve this problem, a coordinative similitude method is proposed for scale model testing of structures with rubber bearings by adjusting configuration of the isolators to match the similitude ratio of the overturning stiffness of the isolation layer. A full-scale and two 1/3 scaled bearings were designed and tested, and their similitude relations were evaluated. Test results of the model bearings were extrapolated to the OpenSEES model of a conventional model building and a coordinative building designed based on the conventional similitude method and the coordinative similitude method, respectively. A comparison between seismic responses of two model buildings against the prototype building indicates that the coordinative similitude method has significantly larger accuracy than the traditional similitude method. K E Y W O R D S first shape factor, overturning effect, rubber bearings, scale model testing, similitude criteria, similitude method 1 | INTRODUCTION Scale models are widely used for investigating the seismic behavior of different types of structures. [1,2] For long-span or super high-rise structures, geometric scale factors can be as large as 100 or larger. [3-5] The scale model testing relies on satisfying the similitude criteria between the model structure and the prototype structure. [6-8] When a base-isolated structure with rubber bearings are scaled down for a shaking table test, however, it is difficult to obtain scale model rubber bearings with all of their parameters satisfying the similitude criteria. The geometric scale factor of the superstructure needs to be designed small enough to accommodate the dimension and payload of the shaking table, and as a result, the dimension of the scale model of the rubber bearings are designed very small in dimension. Table 1 lists the scale factors and the geometric details of some scale model rubber bearings used for shaking table tests in literature. [9-16] It can be noted that scale model rubber bearings need to be designed with diameters smaller than 150 mm in some cases. However, in these cases, the individual rubber layer thickness cannot be scaled down correctly. As stated in Kalpakidis, [14] "this is necessary when bearings are produced in an industrial environment: steel shims and rubber layers are available in specific minimum thickness that allows for reliable manufacturing." The deviation in rubber layer thickness reduces the first shape factor of the bearing, which is defined as the ratio of the effectiv...

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“…Seismic isolation is one of most effective control ways to protect structural systems, nonstructural systems, and content from damage due to horizontal earthquake ground motions [1,2]. However, most buildings with seismic isolation devices are not designed to reduce the vertical component of earthquake ground motions [3].…”

Section: Introductionmentioning

confidence: 99%

Seismic Response Analysis of an Isolated Structure with QZS under Near‐Fault Vertical Earthquakes

Liu

Sheng

et al. 2018

Shock and Vibration

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Seismic isolation devices are usually designed to protect structures from the strong horizontal component of earthquake ground shaking. However, the effect of near-fault (NF) vertical ground motions on seismic responses of buildings has become an important consideration due to the observed building damage caused by vertical excitation. As the structure needs to maintain its load bearing capacity, using the horizontal isolation strategy in vertical seismic isolation will lead to the problem of larger static displacement. In particular, the bearings may generate large deformation responses of isolators for NF vertical ground motions. A seismic isolation system including quasi-zero stiffness (QZS) and vertical damper (VD) is used to control NF vertical earthquakes. The characteristics of vertical seismic isolated structures incorporating QZS and VD are presented. The formula for the maximum bearing capacity of QZS isolation considering the stiffness of vertical spring components is obtained by theoretical derivation. From the static analysis, it is found that the static capacity of the QZS isolation system with vertical seismic isolation components increases when the configurative parameter reduces. Seismic response analyses of the seismic isolated structure model with QZS and VD subjected to NF vertical earthquakes are conducted. The results show that seismic responses of the structure can be controlled by setting the appropriate static equilibrium position, vertical isolation period, and vertical damping ratio. Adding a damping ratio is effective in controlling the vertical large deformation of the isolator.

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Shaking Table Tests on Earthquake Response Characterization of a Complex Museum Isolated Structure in High Intensity Area

Cited by 58 publications

References 38 publications

Shaking Table Model Test and Seismic Performance Analysis of a High‐Rise RC Shear Wall Structure

Shaking Table Model Test and Seismic Performance Analysis of a High‐Rise RC Shear Wall Structure

Coordinative similitude method considering overturning effect for scale model testing of structures with rubber bearings

Seismic Response Analysis of an Isolated Structure with QZS under Near‐Fault Vertical Earthquakes

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