_font+face=verdana_拉西瓦拱坝稳定性分析和评价_font_

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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

[email protected]

( 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]


2/5

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)


3/5

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


4/5

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


5/5

25 5 . 905

3

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

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