2010
DOI: 10.5194/nhess-10-1269-2010
|View full text |Cite
|
Sign up to set email alerts
|

Numerical earthquake response analysis of the Liyutan earth dam in Taiwan

Abstract: Abstract. The dynamic response of the Liyutan earth dam to the 1999 Chi-Chi earthquake (M L =7.3) in Taiwan was numerically analyzed. First, the staged construction of the dam was simulated. Then, seepage analysis, considering a 60-m water level, was performed. After seepage analysis, the initial static stress (prior to dynamic loading) was established in the dam. Both the horizontal and vertical acceleration time histories recorded at the base of the dam were used in the numerical simulations. The dynamic res… Show more

Help me understand this report

Search citation statements

Order By: Relevance

Paper Sections

Select...
3
1
1

Citation Types

0
8
0

Year Published

2011
2011
2023
2023

Publication Types

Select...
7
1

Relationship

0
8

Authors

Journals

citations
Cited by 9 publications
(8 citation statements)
references
References 8 publications
0
8
0
Order By: Relevance
“…However, since such data is not available for the Aratozawa dam, the shear modulus is compared in Fig. 18 with core material shear moduli of the Changheba dam which is a 240 m-high rockˆll dam (Xuexing et al, 2010) and the Liyutan dam which is a 96 m-high earth dam (Feng et al, 2010). It can be seen that the shear modulus evaluated for the Aratozawa dam lies between the shear moduli of the other two dams and the results seem compatible at least within the strain range observed during the main shock.…”
Section: Discussionmentioning
confidence: 99%
“…However, since such data is not available for the Aratozawa dam, the shear modulus is compared in Fig. 18 with core material shear moduli of the Changheba dam which is a 240 m-high rockˆll dam (Xuexing et al, 2010) and the Liyutan dam which is a 96 m-high earth dam (Feng et al, 2010). It can be seen that the shear modulus evaluated for the Aratozawa dam lies between the shear moduli of the other two dams and the results seem compatible at least within the strain range observed during the main shock.…”
Section: Discussionmentioning
confidence: 99%
“…The dynamic analysis was performed using two dimensional finite element commercial codes. Full dynamic approach was conducted by PLAXIS 2D (2011), whereas simplified Newmark approach was calculated in GEOSTUDIO (2007) [10,11,12,13,14,15,16]. The same geometry of the model was implemented into both codes, the size of which was 1575.5x200 m (7 widths x 4 heights of the dam slope).…”
Section: Discrete Modelmentioning
confidence: 99%
“…Representative modulus reduction data are extracted for the embankment core materials using the apparent V s and the amplitudes of γ between sensors. These data are compared with empirical models from past studies that are based on numerical analyses by fitting the dam responses to the observations (Cao et al, 2010; Feng et al, 2010), inference from the downhole time series (Ohmachi and Tahara, 2011), and laboratory test results of undisturbed dam core materials (Park and Kishida, 2019b). A methodology to update existing modulus reduction models given observed data is proposed to develop a dam-specific empirical model.…”
Section: Introductionmentioning
confidence: 99%