Elasto-plastic dynamic response analysis and seismic fragility research of high core earth-rockfill dam
Cong-cong JIN1,2(),Shi-chun CHI1,2,*()
1. State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, Dalian 116024, China 2. School of Hydraulic Engineering, Dalian University of Technology, Dalian 116024, China
The dynamic analysis of Nuozhadu high core earth-rockfill dam was conducted by adopting the improved PZC elastic-plastic model and the dynamic consolidation finite element program SWANDYNE II. The permanent deformation of the dam was obtained, and the calculation basis for seismic fragility analysis was provided. The crest relative seismic settlement rate was selected as the fragility performance parameter. The 60 well-matched ground motion records were picked from PEER according to the statistical earthquake situation in the main potential seismic source area of Nuozhadu high core earth-rockfill dam. The grade of performance level of the high core earth-rockfill dam was proposed combined with the performance of the dam anti-seismic level and the earthquake damage grade of core earth-rockfill dams. The seismic fragility analysis approach for the high earth-rockfill dam based on ANN-MSA was provided by introducing the artificial neural network method and combined with multi-strip method. The SWANDYNE II program was used to analyze the seismic ground motion by processing the selected seismic records. The relative seismic subsidence rates of the different PGAs can be obtained, which were used as training samples and test samples. RBFNN was utilized to train the training samples. The model through training and testing can well predict the relative seismic settlement rate. The seismic fragility of Nuozhadu high core earth-rockfill dam was analyzed combined with the prediction results of ANN and MSA method, and the three-dimensional seismic fragility surface of the dam was obtained.
Cong-cong JIN,Shi-chun CHI. Elasto-plastic dynamic response analysis and seismic fragility research of high core earth-rockfill dam. Journal of ZheJiang University (Engineering Science), 2020, 54(7): 1390-1400.
Fig.2Comparison of static test results and improved PZC model calculation results of gravel
Fig.3Comparison of dynamic test results and improved PZC model calculation results of gravel clay
Fig.4Contour lines of major and minor principal stresses
P100
Amax/(cm·s-2)
T1/ s
T2/ s
βmax
γ
2%
385
0.12
0.7
2.6
1
Tab.2Peak ground acceleration and parameters
Fig.5Time-history of input motion
Fig.6Contour lines of permanent displacements
Fig.7Deformation of dam outline after earthquake
震级分档
地震数量
5≤M<6
61
6≤M<7
22
7≤M<8
6
Tab.3Statistical table of historical destructive earthquakes
Fig.8Distribution of potential hypocentral regions
名称
震级上限
震源编号
普洱-思茅
7.0
4
临沧东
6.5
6
莲花塘
6.5
7
耿马-澜沧
8.0
10
勐海
7.5
11
勐海西南
7.5
12
Tab.4General potential hypocentral region
Fig.9Distribution of potential hypocentral regions
Fig.10Acceleration spectrum curves of 60 earthquakes
震害等级
震害状态
Ⅰ 级
宏观上无震害
Ⅱ 级
有宽度小于5 mm纵向裂缝，宏观上无沉降，需要作简单的处理
Ⅲ 级
有多条宽度大于5 mm纵向裂缝，宏观上可以看出沉降，有横向裂缝，需要进行整修和加固
Ⅳ 级
坝体产生滑裂，坝坡局部隆起、凹陷或滑坡，需要进行大修和加固
Ⅴ 级
坝坡大面积滑坡，坝基失稳，坝体陷落，设置垮坝，需要重修
Tab.5Earth rockfill dam earthquake damage criteria
Fig.11Relationship between peak ground acceleration and relative seismic settlement rate
性能水平
性能描述
δ
PL 1 轻微破坏
坝顶震陷量不超过50 cm
(0.5/H)×100%
PL 2 中等破坏
50年超越概率10%作用下坝顶相对震陷率
1.8 ${a_{\max }}$
PL 3 较重破坏
100年超越概率2%作用下坝顶相对震陷率
1.8 ${a_{\max }}$
PL 4 严重破坏
100年超越概率2%作用下坝顶相对震陷率加1 m安全超高
1.8 ${a_{\max }}$+(1.0/H)×100%
Tab.6Grade of performance level of high earth rockfill dam
Fig.12Loma Prieta earthquake wave
Fig.13Contour lines of permanent displacements
训练样本
检验样本
编号
PGA/g
δf/%
δR/%
E/%
编号
PGA/g
δf/%
δR/%
E/%
1
0.02
0.0129
0.0125
?3.10
31
0.04
0.0321
0.0323
0.65
2
0.06
0.0461
0.0454
?1.65
32
0.08
0.0793
0.0802
1.13
3
0.10
0.1128
0.1159
2.78
33
0.14
0.1681
0.1669
?0.70
4
0.12
0.1466
0.1512
3.16
34
0.18
0.2350
0.2320
?1.29
5
0.16
0.2154
0.2221
3.15
35
0.24
0.3358
0.3382
0.71
6
0.20
0.2906
0.2937
1.07
36
0.28
0.4142
0.4138
?0.08
7
0.22
0.3216
0.3298
2.54
37
0.34
0.5465
0.5337
?2.34
8
0.26
0.3946
0.4027
2.04
38
0.38
0.6256
0.6174
?1.30
9
0.30
0.4779
0.4767
?0.24
39
0.44
0.7484
0.7481
?0.04
10
0.32
0.5078
0.5144
1.30
40
0.48
0.8334
0.8385
0.61
11
0.36
0.5857
0.5907
0.85
41
0.54
0.9656
0.9784
1.32
12
0.40
0.6998
0.6689
0.44
42
0.58
1.0757
1.0743
?0.13
…
…
…
…
…
…
…
…
29
0.96
2.0869
2.0886
0.08
49
0.94
2.0247
2.0223
?0.11
30
1.00
2.2146
2.2230
0.38
50
0.98
2.1503
2.1358
?0.67
Tab.7RBFNN train result of relative settlement rate
Fig.14Earthquake fragility surface
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