Dynamic failure analysis of concrete dams under air blast using coupled Euler-Lagrange finite element method

doi:10.1007/s11709-018-0465-7

Frontiers of Structural and Civil Engineering

2019, Vol. 13

Issue (1): 15-37 https://doi.org/10.1007/s11709-018-0465-7

本期目录

Dynamic failure analysis of concrete dams under air blast using coupled Euler-Lagrange finite element method

Farhoud KALATEH(

)

Faculty of Civil Engineering, University of Tabriz, Tabriz 5166616471, Iran

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Abstract：

In this study, the air blast response of the concrete dams including dam-reservoir interaction and acoustic cavitation in the reservoir is investigated. The finite element (FE) developed code are used to build three-dimensional (3D) finite element models of concrete dams. A fully coupled Euler-Lagrange formulation has been adopted herein. A previous developed model including the strain rate effects is employed to model the concrete material behavior subjected to blast loading. In addition, a one-fluid cavitating model is employed for the simulation of acoustic cavitation in the fluid domain. A parametric study is conducted to evaluate the effects of the air blast loading on the response of concrete dam systems. Hence, the analyses are performed for different heights of dam and different values of the charge distance from the charge center. Numerical results revealed that 1) concrete arch dams are more vulnerable to air blast loading than concrete gravity dams; 2) reservoir has mitigation effect on the response of concrete dams; 3) acoustic cavitation intensify crest displacement of concrete dams.

Key words： air blast loading concrete dams finite element dam-reservoir interaction cavitation concrete damage model

收稿日期: 2017-05-18 出版日期: 2019-01-04

Corresponding Author(s): Farhoud KALATEH

引用本文:

. [J]. Frontiers of Structural and Civil Engineering, 2019, 13(1): 15-37.
Farhoud KALATEH. Dynamic failure analysis of concrete dams under air blast using coupled Euler-Lagrange finite element method. Front. Struct. Civ. Eng., 2019, 13(1): 15-37.

链接本文:

https://academic.hep.com.cn/fsce/CN/10.1007/s11709-018-0465-7
https://academic.hep.com.cn/fsce/CN/Y2019/V13/I1/15

Fig.1

Fig.2

Range $(m/kg 1/3)$	$a 0$	$a 1$	$a 2$	$a 3$
$0.3 ≤ Z ≤ 2.4$	1.769362e–2	–2.032568e–2	5.395856e–1	–3.010011e–2
$2.4 ≤ Z ≤ 12$	–2.251241	1.765820	1.140477e–1	–4.066734e–3
$12 ≤ Z ≤ 500$	–6.852501	2.907447	9.466282e–5	–9.344539e–8

Tab.1

Range $(m/kg 1/3)$	$c 0$	$c 1$	$c 2$	$c 3$	$c 4$	$c 5$
$0.3 ≤ Z ≤ 0.95$	308.473000	–2146.9200000	5953.29000000	–8226.0300000	5687.43000000	–1573.41
$0.95 ≤ Z ≤ 2.4$	17.607400	–26.7855000	17.86070000	–5.6555700	0.69416000	0.00
$2.4 ≤ Z ≤ 6.5$	4.432160	–2.7187700	0.74197300	–0.0934132	0.00446971	0.00
$6.5 ≤ Z ≤ 40$	0.711610	–0.0626846	0.00332532	–8.2404900e–5	7.61885000e–7	0.00
$40 ≤ Z ≤ 500$	0.251614	–0.00176758	9.51638000e-6	–2.1971200	1.7913500e–11	0.00

Tab.2

Parameter	Value
Parameters for EOS
Reference concrete densoity $ρ s$ (kg/m³)	2750
Porous density $ρ 0$ (kg/m³)	2314
Initial sound speed $C 0$ (m/s)	2920
Initial compaction pressure $p e$ (MPa)	23.3
Solid compaction pressure $p s$ (GPa)	6
Polynomia EOS parameters $A 1$ (GPa)	151.3
Polynomia EOS parameters $A 2$ (GPa)	39.58
Polynomia EOS parameters $A 3$ (GPa)	9.04
Polynomia EOS parameters $B 0$	1.22
Polynomia EOS parameters $B 1$	1.22
Polynomia EOS parameters $T 1$ (GPa)	151.3
Polynomia EOS parameters $T 2$ (GPa)	0
Parameters for strength
Damage parameters $α t, α c$	0.5
Static tensile threshold strain in uniaxial tension $ε st0$	$3.5 × 10 − 4$
Static tensile threshold strain in uniaxial compression $ε sc0$	$3.5 × 10 − 3$
Tensile strength $f t$ (MPa)	4
Compressive strength $f c$ (MPa)	50

Tab.3

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