Analysis of Ground Motion Duration Characteristics of Wenchuan Earthquake

An hybrid slip model combining asperity model and k square model was outlined. In the model, both the global and local source parameters follow a trancated normal distribution. The hybrid slip model was then applied to generate finite fault models for the great Wenchuan earthquake, where the fault plane was assumed to have two segments, a reverse segment on the southwestern of the fault and a right-lateral strike-slip segment on the northeastern of the fault. The location of the asperities on each segment was determined considering the results from inversion and field investigation. 30 different finite fault models were obtained, and the one which generates the ground motion best fitting the average spectrum was picked out using spectral deviation evaluation. Finally, ground motion at six near field stations were simualted based on the best-fit fault model and compared to the records.

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Modeling of landslides hazards induced by the 2008 Wenchuan earthquake using ground motion parameters

Rock Stress and Earthquakes ◽

10.1201/b10555-52 ◽

2010 ◽

pp. 297-303

Author(s):

Xiuying Wang ◽

Han Zhenlin

Keyword(s):

Wenchuan Earthquake ◽

Ground Motion ◽

Ground Motion Parameters ◽

2008 Wenchuan Earthquake ◽

The 2008 Wenchuan Earthquake ◽

Motion Parameters

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Correlations between structural damage and ground motion parameters during the Ms8.0 Wenchuan Earthquake

Soil Dynamics and Earthquake Engineering ◽

10.1016/j.soildyn.2014.11.005 ◽

2015 ◽

Vol 72 ◽

pp. 129-137 ◽

Cited By ~ 8

Author(s):

Zijun Wang ◽

Boming Zhao

Keyword(s):

Wenchuan Earthquake ◽

Ground Motion ◽

Structural Damage ◽

Ground Motion Parameters ◽

Motion Parameters

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Performance of a Rigid Frame Arch Bridge under Near-Fault Earthquake Ground Motion

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.250-253.1869 ◽

2011 ◽

Vol 250-253 ◽

pp. 1869-1872 ◽

Cited By ~ 2

Author(s):

Yong Huang ◽

Jun Jie Wang ◽

De Yin Jin

Keyword(s):

Wenchuan Earthquake ◽

Ground Motion ◽

Strong Ground Motion ◽

Earthquake Ground Motion ◽

Weak Links ◽

Response Analysis ◽

Arch Bridge ◽

2008 Wenchuan Earthquake ◽

Rigid Frame ◽

Strong Ground

During May 12th 2008 Wenchuan earthquake with the magnitude of 8.0, a 4-span rigid frame arch bridge named as Xiaoyudong Bridge which situated close to the epicenter was hit by strong ground motion and was severely damaged. The earthquake response analysis of the bridge was made using FE software MIDAS based on recorded ground motion during the Wenchuan earthquake in this paper. The study showed that the main and minor arch legs on the both ends piers were weak links which may be damaged firstly under strong ground motion. The next damage at the pier with weakest horizontal stiffness is one of the important reasons causing the bridge collapsed. This paper will introduce our work on those respects and some drawn conclusions.

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Analysis on Earthquake Damage of Daxinglu Ramp Bridge in Wenchuan Earthquake

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.255-260.1003 ◽

2011 ◽

Vol 255-260 ◽

pp. 1003-1006 ◽

Cited By ~ 1

Author(s):

Guo Hui Zhao ◽

Yu Min Zhang

Keyword(s):

Wenchuan Earthquake ◽

Ground Motion ◽

Time History ◽

Element Model ◽

Natural Period ◽

Long Period ◽

Earthquake Record ◽

Dynamic Time ◽

Rubber Bearings ◽

Long Period Ground Motion

Although located in the very low intensity area, the superstructure of Daxinglu Ramp Bridge sustained huge damage in Wenchuan earthquake. The longitudinal displacement of superstructure at the joint was about 400mm, which outdistanced the average displacement of all the other bridges in this area. In this paper, finite element model of the ramp bridge is made by general FEA software and the damage of the ramp bridge is analyzed by using nonlinear dynamic time history method. The results are obtained as follow: (1) the displacements restriction capacity of bearing system is reduced greatly by setting too many movable pot rubber bearings in the bridge. (2) The earthquake record near the bridge site is a typical long period ground motion. The extended natural period of the damaged bridge absorbed more but not less energy from the long period ground motion, which aggravated the damage.

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