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Frontiers of Structural and Civil Engineering

Front. Struct. Civ. Eng.    2019, Vol. 13 Issue (2) : 303-323     https://doi.org/10.1007/s11709-018-0462-x
RESEARCH ARTICLE |
Uncertainty quantification of stability and damage detection parameters of coupled hydrodynamic-ground motion in concrete gravity dams
Nazim Abdul NARIMAN1(), Tom LAHMER1, Peyman KARAMPOUR2
1. Institute of Structural Mechanics, Faculty of Civil Engineering, Bauhaus Universitat Weimar, 99423 Weimar, Germany
2. Department of Mechanical Engineering, Faculty of Engineering, Arak University, Arak 38156-8-8849, Iran
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Abstract

In this paper, models of the global system of the Koyna dam have been created using ABAQUS software considering the dam-reservoir-foundation interaction. Non coupled models and the coupled models were compared regarding the horizontal displacement of the dam crest and the differential settlement of the dam base in clay foundation. Meta models were constructed and uncertainty quantification process was adopted by the support of Sobol’s sensitivity indices considering five uncertain parameters by exploiting Box-Behnken experimental method. The non coupled models results determined overestimated predicted stability and damage detection in the dam. The rational effects of the reservoir height were very sensitive in the variation of the horizontal displacement of the dam crest with a small interaction effect with the beta viscous damping coefficient of the clay foundation. The modulus of elasticity of the clay foundation was the decisive parameter regarding the variation of the differential settlement of the dam base. The XFEM approach has been used for damage detection in relation with both minimum and maximum values of each uncertain parameter. Finally the effects of clay and rock foundations were determined regarding the resistance against the propagation of cracks in the dam, where the rock foundation was the best.

Keywords massed foundation      hydrodynamic pressure      Box-Behnken method      meta model      Sobol’s sensitivity indices     
Corresponding Authors: Nazim Abdul NARIMAN   
Online First Date: 01 March 2018    Issue Date: 12 March 2019
 Cite this article:   
Nazim Abdul NARIMAN,Tom LAHMER,Peyman KARAMPOUR. Uncertainty quantification of stability and damage detection parameters of coupled hydrodynamic-ground motion in concrete gravity dams[J]. Front. Struct. Civ. Eng., 2019, 13(2): 303-323.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-018-0462-x
http://journal.hep.com.cn/fsce/EN/Y2019/V13/I2/303
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Fig.1  Finite element model of the dam – massed foundation boundary condition
Fig.2  Mesh convergence
Fig.3  Horizontal component time history of Koyna earthquake
Fig.4  Vertical component time history of Koyna earthquake
Fig.5  Effect of coupling on the horizontal displacement of the dam crest
Fig.6  Effect of coupling on the differential settlement of the dam foundation
Fig.7  Effect of coupling on the damage detection in the dam
Fig.8  Box–Behnken design. (a) The design, as derived from a cube; (b) Interlocking 22 factorial experiments
variable symbol variable level
low center high
−1 0 +1
reservoir height Hr (m) X1 41.75 66.75 91.75
soil density ρ (kg/m3) X2 1800 2000 2200
soil modulus of elasticity Es (Pa) X3 2.00E+08 2.25E+08 2.50E+08
soil uplift pressure Pu (Pa) X4 1.44E+07 2.30E+07 3.16E+07
soil beta viscous damping coefficient β X5 0.03 0.08 0.13
Tab.1  The level of variables chosen for the Box- Behnken design
Fig.9  Coefficient of regression-dam crest displacement
Fig.10  Coefficient of regression-dam base settlement
Fig.11  Convergence of sensitivity indices- Dam crest lateral displacement
Fig.12  Convergence of sensitivity indices- Dam base vertical settlement
sensitivity indices dam Crest Lateral Displacement dam Foundation Vertical Settlement
first order X1 0.7667 0.3301
first order X2 0.0075 0.0523
first order X3 0.0731 0.3834
first order X4 0.0093 0.1121
first order X5 0.123 0.1065
sum of first orders 0.998739 0.999262
interaction between X1 and X2 0.0002 0.0001
interaction between X1 and X3 0.0016 0.0028
interaction between X1 and X4 0.0002 0.0005
interaction between X1 and X5 0.0151 0.0093
interaction between X2 and X3 0.0002 0.0002
interaction between X2 and X4 0.0001 0.0001
interaction between X2 and X5 0.0004 0.0001
interaction between X3 and X4 0.0002 0.0005
interaction between X3 and X5 0.0012 0.0008
interaction between X4 and X5 0.0002 0.0007
total order of X1 0.7845 0.3433
total order of X2 0.0089 0.0531
total order of X3 0.077 0.3881
total order of X4 0.0108 0.1142
total order of X5 0.1407 0.1179
sum of total orders 1.0219 1.0166
Tab.2  Sensitivity indices
Fig.13  Effect of X1 (reservoir height) on the horizontal displacement of the dam crest
Fig.14  Effect of X1 (reservoir height) on the differential settlement of the dam base
Fig.15  Effect of X1 (reservoir height) on the damage detection in the dam. (a) X1-minimum-clay; (b) X1-maximum-clay
Fig.16  Effect of X2 (soil density) on the horizontal displacement of the dam crest
Fig.17  Effect of X2 (soil density) on the differential settlement of the dam base
Fig.18  Effect of X2 (reservoir height) on the damage detection in the dam. (a) X2-minimum-clay; (b) X2-maximum-clay
Fig.19  Effect of X3 (soil modulus of elasticity) on the horizontal displacement of the dam crest
Fig.20  Effect of X3 (soil modulus of elasticity) on the differential settlement of the dam base
Fig.21  Effect of X3 (reservoir height) on the damage detection in the dam. (a) X3-minimum-clay; (b) X3-maximum-clay
Fig.22  Effect of X4 (soil uplift pressure) on the horizontal displacement of the dam crest
Fig.23  Effect of X4 (soil uplift pressure) on the differential settlement of the dam base
Fig.24  Effect of X4 (reservoir height) on the damage detection in the dam. (a) X4-minimum-clay; (b) X4-maximum-clay
Fig.25  Effect of X5 (soil damping coefficient) on the horizontal displacement of the dam crest
Fig.26  Effect of X5 (soil damping coefficient) on the differential settlement of the dam base
Fig.27  Effect of X5 (reservoir height) on the damage detection in the dam. (a) X5-minimum-clay; (b) X5-maximum-clay
Fig.28  Effect of foundation type on the damage detection in the dam – X1 variable. (a) X1-minimum-clay; (b) X1-minimum-Rock; (c) X1-maximum-clay; (d) X1-maximum-Rock
Fig.29  Effect of foundation type on the damage detection in the dam- X4 variable. (a) X4-minimum-clay; (b) X4-minimum-Rock; (c) X4-maximum-clay; (d) X4-maximum-Rock
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