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25 5 Vol.25 No.5
2006 5 Chinese Journal of Rock Mechanics and Engineering May2006
20041112 20050125
(973)(2002CB412708)
(1978)2000
( 100084)
1250
6.08.0
O 241
A
10006915(2006)05090105
STABILITY ANALYSIS AND EVALUATION OF LAXIWA ARCH DAM
HUANG YansongZHOU WeiyuanYANG RuoqiongSHEN DaliLIN Peng
(Department of Hydraulic and Hydropower EngineeringTsinghua UniversityBeijing100084China)
AbstractThe elastoplastic numerical and experimental results of Laxiwa arch dam-foundation system are
presented by employing a finite element method simulation(TFINE code) and a geomechanical model experiment
with scale 1250. The failure mode of the arch dam-foundation during overloading process is given with the
above two methods. By analyzing and comparing the numerical and experimental datait is indicated that the
results of numerical simulation agree well with experimental resultsand the stability of Laxiwa arch dam satisfies
the general requests of arch dam design.
Key wordsnumerical analysisLaxiwa arch damfinite element methodgeomechanical model experiment
stability analysis
1
250.0 m2 460.0 m 2 452.0 m
2 296.0 m
Hf3Hf7
F28F29L145 Hf8
Hf10 F222F164F71
F73F166 F172F164
F164
NNWNNENNW
0.10.5 m 1.01.6 m 2 4602 400 m II
F29L145
[1]
TFINE
[2]
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902 2006
2
2.1
2002 7
1.0 2.0 1.5
1.0
400 m 2 860 m
1 960 m( 900 m)
1
1
Table 1 Material parameters of concrete and rock for Laxiwa
arch dam and its foundation
/GPa F c/MPa /(kNm
3)
1 20.0 1.00 4.00 0.167 24.0
2 18.0 0.90 1.70 0.250 26.0
3 23.0 1.00 2.50 0.250 26.8
4 F172 2.1 0.40 0.07 0.350 22.0
5 F28 0.4 0.40 0.07 0.350 22.0
6 F29 0.7 0.35 0.05 0.350 22.0
7 L145 7.5 0.50 0.30 0.350 22.0
8 F164 1.2 0.45 0.07 0.350 22.0
9 F166 1.2 0.45 0.07 0.350 22.0
10 F71 1.3 0.50 0.11 0.350 22.0
11 F222 3.8 0.45 0.09 0.350 22.0
12 Hf4 0.7 0.35 0.05 0.350 22.0
13 Hf8 0.6 0.40 0.07 0.350 22.0
16 4089 284
1 056
743
TFINE
D-P[3]
kJIf += 21 0 (1)
1I ij 2J
ijS
= kkijijijS
3
1
k
c
2.2
(1)
(2)
(3)
(4) 2 260 m
(5)
(6)
2.03.04.08.0
3
3.1
1.0
(1)
0.1m
p ==
C (2)
(2)
0.1m
p==
C (3)
(3)
0.1m
p ==f
fCf (4)
pm
2
(1)
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25 5 . 903
0.1m
p ==
C (5)
(2)
m
p
l
lC
l = (6)
(3)
lCCC
==
m
p (7)
(4)
C
E
EC
E ==m
p
lCC
E
C
EE
pp
m == (8)
125 0
=
C 1.0 =l
C 250 =
C 250 =f
C 1.0 =
C 1.0
=cC 250 =C 1.0 =C
250 =EC 250
3.2
(2002 7 )
(1) 200 m 0.80(2)
440 m 1.76(3)
230 m 0.92(4)
775 m( 400 m 375 m)(5)
2 500 m
1
20 m
(
)
3.3
121 207
KYOWAUCAM5B UCAM70A
1
Fig.1 Scope of the simulation experiment and its relative geological structure
Hf7
m
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904 2006
() 7
35
10
4
4.1
(Y) 2 2
(X)
3 3
2 (Y)
Table 2 Y-displacements of downstream dam face mm
/m
1 2 1 2 1 2
2 460 10.80 2.9 80.64 81.2 10.2 5.2
2 420 6.99 5.9 64.40 77.3 8.9 7.8
2 340 NA 10.9 45.21 66.2 8.2 13.7
2 260 NA 15.4 12.80 38.5 NA 16.4
2 240 4.10 14.3 27.8 4.3 15.6
2 210 11.4 5.57 12.2 12.9
(1)1(2)2(3)NA
(4)
3 (X)
Table 3 X-displacements of downstream dam face mm
/m
2 460 (1.0) (2.0)
2 420 (5.0) (4.0)
2 340 (5.1) (4.8)
2 260 (3.6) (6.0)
2 240 (2.8) (1.8)
2 210
4.2
(Y) 2
2(a)1Y5Y
2 4602 4202 3402 260 2 210 m
(a)
(b)
2 (Y)
Fig.2 Relation curves between Y-displacement and water
ballast(crown cantilever)
2
4.05.0
8.0
3
35.0
7.08.0
4.3 4
4.4
80.64 mm 10.8 mmZ
6.0P0 6.0P0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
0 200 400 600 800 1 000/mm
2 460 2 420 2 3402 260 2 210
/m
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0 500 1 000 1 500 2 000 2 500 3 000
1Y
2Y
3Y
4Y
5Y
/mm
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Fig.3 Failure processes of downstream dam face of the
simulation experiment
2.0P0 F172
35 mm 810 m
2.0P0
3.0P0(3.54.0)P0
(7.08.0)P0
( 8.0P0)
5090 m
90150 m
4
Table 4 Failure process of Laxiwa arch dam-foundation
system
1.0P0(
)
2.0P0(
)
3.0P0(
)
2 280 m
2 320 m
4.0P0()
3.0P0
2 210 m
5.0P0()
4.0P0
2 320 m
6.0P0()
2 360 m
(7.08.0)P0(
)
2 320 m
2 280 m 2 280 m
150 m
90 m
5
2.0 3.0
6.08.0
(References)
[1] . [M]. 2003.(Wang
Xucheng. Finite Element Method[M]. BeijingTsinghua University
Press2003.(in Chinese))
[2] . (TFINE
)[R]. 1988.
(Zhou WeiyuanYang Ruoqiong. 3D nonlinear finite element analysis
of concrete arch dam(finite element programTFINE)[R]. Beijing
Department of Hydraulic and Hydropower EngineeringTsinghua
University1988.(in Chinese))
[3]
.
[M].
1990.(ZhouWeiyuan. Advanced Rock Mechanics[M]. BeijingWater Resources
and Electric Power Press1990.(in Chinese))
(a) 3.0P0
(b) 5.0P0
(c)
7.0P0
(d) 8.0P0