Analisis Dinamico Tem Flac

8/15/2019 Analisis Dinamico Tem Flac

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P REINFORCED EARTH COMPAN

B:

A A, P.E. & E N, P.E.

N G L.

O 20, 2010

Lateral Displacement.

Contour lines


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DAC AA F A 12 HH EC A ED F D AEAAD EECHCA D CBE 20, 2010

1

N FLAC R E

P M B / G . T

12 MSE

. T MSE

.

M T D MSE W

T MSE . T 200, 400 750 475, 975

2475 , .

T MSE

. T

MSE 100, 200 400 475, 975 2475 , .

M I D MSE W

T

( ) MSE .

T MSE 50, 100

200 475, 975 2475 , . T

MSE 50, 150 300 475, 975 2475

, .

R R S

O , 6, 6 8 475, 975

2475 , . T 0.7, 1.5 2.8%

475, 975 2475 , . T

15% MSE .


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2

1 Introduction ........................................................................................................................ 3

2 Available Information .......................................................................................................... 3

3 FLAC Numerical Modeling .................................................................................................. 4

3.1 Soil Profile and Properties Used in the FLAC Model ................................................... 4 3.2 Model Geometry ......................................................................................................... 4 3.3 Input Ground Motion ................................................................................................... 5 3.4 Constitutive Models .................................................................................................... 5

3.4.1 UBCSAND ...................................................................................................... 5 3.4.2 UBCHYST ....................................................................................................... 5

3.5 General Procedure for Numerical Analysis ................................................................. 6

4 FLAC analyses results and discussions ............................................................................. 6

5 Limitations and Uncertainties ............................................................................................. 9

A:

T 1 10

F 1 19

A A S SHAKE A

A B UBCSAND C M

A C UBCHST C M


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3

1 DC

N G L (NGL) R E C (RECO)

MSE

PMH1 . T MSE

.

T 12 MSE

.

2 AAABE FA

T RECO NGL :

G MSE : F 1 MSE

. S 9 .

R : T 1 2

, .

F : T 3 .

B : G MSE

(MSE ) MSE () T 4.

S , G

( NGL) (S T 4 F 2)

.

D

T

475, 975, 2475

(G A M J 24, 2007).

E 6 .

E :

T = 16 P MSE

S

S

MEG C L. T 5.


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4

I (V )

20

21 MSE (F 3).

3 FAC ECA DE

D

FLAC, V 6 (ITASCA 2008).

3.1 FAC

T 12 (MSE )

54 . NBCC

2005 S

360/ 760/. T

: 2.9 (F), 3 / (SM/ML), 1.5

(SG), 26.5 (SP1 SP4), 15 (CLML) 5

(CLGC). W 2.5 . T 6

F 4 FLAC .

I

. E SM/ML

30% (S T 6 ).I MSE

.

3.2

T FLAC 875 54 66 . I 0.375 0.4

(F 5) MSE . E

MSE . T MSE

.

16 9 FLAC 8 FLAC . O

. B .

T . T MSE

23

(F 6).


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6

(G) (G)

(η)

. UBCHST

G/G . A C UBCHST

.

3.5 A

I FLAC,

. T :

• S

E .

• S MC

.

• S , 1.5

E .

• S MC

.

• R

.

• S UBCHST UBCSAND

.

• T 1% R

.

• S ,

FLAC , .

• C .

4 FAC AAE E AD DC

FLAC 18 . T 7 10

.


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7

F , MSE CHICHI

NS2475 . CHICHINS2475

.

P

F 8B , R=∆/σ

50 . T

R MSE . O

, R MSE

. F 9T

SP1.

T D

F 9, 10 11 ,

, .

T MSE

(P B F 12). T

200, 400 750 475, 975 2475 , .

T

MSE (P E F 12). T

MSE 100, 200

400 475, 975 2475 ,

T 7 (F 12)

FLAC .

F 13 FLAC

, MSE MSE . T

MSE

.

I D E D MSE W

PMH1 .

T MSE FLAC

F 14. I MSE

. F,

MSE .


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8

R MSE

MSE

(F 15). T

. R MSE

. T

MSE

. T 8 (

).

T

FLAC

T 9.T

MSE 50, 100 200 475, 975 2475 ,

. T MSE 50, 150 300 475, 975 2475 ,

.

F 16 ,

. N .

R R S E S

F 17 T 10

. F 18

. A MSE . S

. F R #2 88

N/ (88N/ =2 / 44 N/) 5 . O

, 6, 6 8

475, 975 2475 , .

F 19 . S

. T 0.7, 1.5

2.8% 475, 975 2475 , (T 10). T

15% MSE .


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9

5 A AD CEAE

N .

H,

, . T

.

T

(

100 ).

P .

T,

A A, P.E. E N, P.E

G E S G E


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10

T


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11

T 1 D 3 MSE

# H .

F 3

()

16 11.625 4

15 10.875 4

14 10.125 4

13 9.375 4

12 8.625 4

11 7.875 4

10 7.125 4

9 6.375 4

8 5.625 4

7 4.875 4

6 4.125 4

5 3.375 5

4 2.625 5

3 1.875 5

2 1.125 6

1 0.375 6

T 2 P

N:

G . C (

100 )

(44 N/).

M E (MP) 2.1 x 105

P () 0.3

G C (2) 50 4 = 200

C (2)

50 2 = 100

( N)

(MP) 440

R () 20%

A () 15%

I () 2

M () 0.67

T (P) 120


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12

T 3 P

G (2/) 0.14

' , E (MP) 2.5 x 104

M , I (4/L) 2.30 x 10-4

M (2/L) ( N) 0.001

D (/3) ( N) 2500

N:

B RECO,

.

A 350,000 /3

.

T 4 G MSE

S P MSE F B

U (N/3) 20 21

P F () 34 36

D () 4 0

C 0 0

P () 0.3 0.3

S , G (MP) 22.6 22.6

S , VS N 1 N 1

C UBCHST UBCHST

UBCHST , R, 0.8, 2.5 0.8, 2.5

N 1: S C . (1997) :

W A=295, B=143 =0.26 F R S. 0.68

80% .

S : ρ

( ) ( ) 125.0'

o

n

a

vs K

Pe B AV ⋅

⋅⋅−=

σ

2max sV G ρ =


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13

T 5 G ,

MEG C L.


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14

T 6 S S

F L A C M

N

S

T

B

G

P

φ P

S

N 1 6 0

G

P

D

U B C S A N D

U W M

.

.

F .

( )

( )

( )

(

)

( N / 3 )

( M )

( M )

( )

( )

( P )

B / 0 . 3

( )

( )

( / 3 )

R

N ( 4 )

N ( 5 )

N ( 6 )

N ( 9 )

N ( 8 )

1 5 . 9

3 . 9

1 2

0

M S E

2 . 5

0 . 8

1 9 . 5

3 . 9

1 2

0

B

2 . 5

0 . 8

3 . 9

1

0

2 . 9

F I L L

1 8 . 5

7 3

3 4

0 . 3

3 2

2 . 6

8

0 . 4

7

1 8 8 8

4

0 . 8

1

2

2 . 9

5 . 9

S M / M L

1 6 . 7

2 6 1

5 6

0 . 4

0

N ( 6 )

2 . 6

8

0 . 5

8

1 1 2 3

1 . 5

0 . 8

2

3 . 5

5 . 9

7 . 4

S G

1 9

1 6 9

7 8

0 . 3

3 5

3 0

2 . 6

8

0 . 4

4

1 4 9 8

N ( 8 )

3 . 5

1 0

7 . 4

1 3 . 9

S P 1

1 8 . 6

1 9 3

8 9

0 . 3

3 3

1 5

2 . 6

8

0 . 4

7

1 4 3 2

N ( 8 )

1 0

1 5

1 3 . 9

1 8 . 9

S P 2

1 8 . 6

2 2 8

1 0 5

0 . 3

3 3

1 7

2 . 6

8

0 . 4

7

1 4 3 2

N ( 8 )

1 5

2 0

1 8 . 9

2 3 . 9

S P 3

1 8 . 6

2 6 1

1 2 0

0 . 3

3 3

1 7

2 . 6

8

0 . 4

7

1 4 3 2

N ( 8 )

2 0

3 0

2 3 . 9

3 3 . 9

S P 4

1 9

3 3 1

1 5 3

0 . 3

3 5

2 5

2 . 6

8

0 . 4

4

1 4 9 8

N ( 8 )

3 0

3 9

3 3 . 9

4 2 . 9

C L M L 1

1 8

1 5 9 6

1 6 5

0 . 4

5

0

8 5

2 . 7

0 . 5

1

1 3 2 9

1

0 . 8

3 9

4 5

4 2 . 9

4 8 . 9

C L M L 2

1 8

1 2 9 3

1 3 4

0 . 4

5

0

8 5

2 . 7

0 . 5

1

1 3 2 9

1

0 . 8

4 5

5 0

4 8 . 9

5 3 . 9

C L G C

2 0

1 4 3 7

1 4 9

0 . 4

5

0

1 4 0

2 . 7

0 . 3

9

1 6 5 3

1 . 5

0 . 8

T I L L

2 2

3 . 9

1 7

0

2 0 . 9

D . S P S G

2 0

0 . 3

3 8

0

3 0

1 5 0 0

2

0 . 8

1

2

2 . 9

5 . 9

S M / M L +

0 . 4

0

N ( 6 )

1 . 5

0 . 8

C M

A

/ C

N

( 2 )

S P

N ( 7 )

N ( 1 )

N ( 3 )

S S T

D

> 5 3 . 9

E

< 5 0

N ( 1 0 )

B

U B C H S T

N ( 4 )

.

F .

N

( 4 )


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15

T 6 C

N :

( 1 )

I

M E G C

( 2 )

A

N G L

( 3 )

D

.

N .

( 4 )

S

T T

.

G .

F S M / M L ,

G S .

F

G

.

( 5 )

P

.

F U B C S A N D ,

N 1 6 0

/ 1 0

( 6 )

U

F S M / M L

,

5 0 P 0 . 3

5 σ

S .

F S M / M L

,

5 0 P 0 . 3

5 S

φ = 4 5 .

( 7 )

S A 1

( 8 )

T U B C S A N D .

1 = 4 . 7

S G

F

2 = 1

3 = 4

4 = 1

( 9 )

S P T

,

.

( 1 0 ) F

5 4

.

A N B C

C 2 0 0 5 ,

3 6 0 / 7 6 0 / .

F :

= 4 0 0 /

0 . 4

0 . 5

0 . 6

0 . 7

0 . 8

0 . 9 1

1 . 1

1 . 2 0

. E + 0 0

1 . E

+ 0 5

2 . E

+ 0 5

3 . E

+ 0 5

4 . E

+ 0 5

5 . E

+ 0 5 6

. E + 0 5

7 . E

+ 0 5

8 . E

+ 0 5

1 ( )

σ σσ σ ( / 2 )

B C A D

1

N 1 6 0 = 1 5

N 1 6 0 = 1 7

N 1 6 0 = 2 5


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16

T 7 T D

F L A C S F

1 2

F L A C

D

A

F

X ( )

( )

X ( )

( )

X ( )

( )

X ( )

( )

X ( )

( )

X ( )

( )

X ( )

( )

X ( )

( )

X ( )

( )

X ( )

( )

X ( )

( )

3 1 5

C H C H E

2 4 7 5

5 3 0

2 0 0

8 8 0

2 0 0

8 8 0

1 2 0

8 5 0

1 2 0

7 2 0

4 5 0

7 0 0

4 2 0

6 3 0

3 6 0

5 3 0

2 7 0

3 9 0

1 4 0

3 7 0

1 2 0

3 6 0

1 1 0

3 1 4

C H C H

2 4 7 5

6 0 0

2 5 0

1 0 8 0

2 6 0

1 0 8 0

1 5 0

1 0 3 0

1 2 0

8 4 0

6 6 0

8 0 0

6 1 0

7 1 0

5 4 0

5 7 0

4 2 0

3 6 0

2 4 0

3 3 0

2 1 0

3 2 0

1 9 0

3 1 9

E

2 4 7 5

3 3 0

1 2 0

5 2 0

1 2 0

5 2 0

7 0

5 0 0

6 0

4 3 0

2 6 0

4 2 0

2 4 0

3 9 0

2 0 0

3 3 0

1 5 0

2 7 0

9 0

2 6 0

8 0

2 5 0

8 0

3 1 8

2 4 7 5

6 3 0

2 6 0

1 0 6 0

2 8 0

1 0 6 0

1 7 0

1 0 2 0

1 3 2

8 7 0

5 6 0

8 3 0

5 2 0

7 5 0

4 4 0

6 5 0

3 4 0

4 5 0

1 6 0

4 1 0

1 2 0

4 0 0

1 1 0

3 1 7

E

2 4 7 5

2 8 0

1 1 0

4 6 0

1 1 0

4 6 0

7 0

4 4 0

6 0

3 8 0

2 5 0

3 8 0

2 3 0

3 4 0

1 9 0

2 8 0

1 4 0

2 2 0

8 0

2 1 0

7 0

2 0 0

7 0

3 1 6

2 4 7 5

3 1 0

9 0

4 6 0

9 0

4 6 0

6 0

4 5 0

5 0

3 9 0

2 0 0

3 9 0

1 9 0

3 6 0

1 6 0

3 0 0

1 1 0

2 6 0

7 0

2 5 0

6 0

2 5 0

6 0

4 4 7

1 7 2

7 4 3

1 7 7

7 4 3

1 0 7

7 1 5

9 0

6 0 5

3 9 7

5 8 7

3 6 8

5 3 0

3 1 5

4 4 3

2 3 8

3 2 5

1 3 0

3 0 5

1 1 0

2 9 7

1 0 3

3 1 3

C H C H E

9 7 5

3 0 0

1 0 0

4 6 0

1 0 0

4 6 0

7 0

4 5 0

6 0

3 9 0

2 1 0

3 9 0

2 0 0

3 5 0

1 7 0

2 9 0

1 2 0

2 5 0

8 0

2 4 0

7 0

2 4 0

7 0

3 0 1

C H C H

9 7 5

3 7 0

1 5 0

6 2 0

1 5 0

6 2 0

9 0

5 9 0

8 0

5 0 0

3 3 0

4 9 0

3 0 0

4 5 0

2 5 0

3 7 0

1 8 0

2 8 0

1 0 0

2 7 0

9 0

2 6 0

8 0

3 1 2

E

9 7 5

1 8 0

5 0

2 4 0

5 0

2 4 0

4 0

2 4 0

4 0

2 1 0

1 1 0

2 1 0

1 0 0

2 0 0

9 0

1 7 0

7 0

1 5 0

5 0

1 5 0

5 0

1 5 0

5 0

3 1 1

9 7 5

2 9 0

9 0

4 2 0

9 0

4 2 0

6 0

4 0 0

6 0

3 5 0

2 0 0

3 5 0

1 9 0

3 3 0

1 6 0

2 8 0

1 1 0

2 4 0

8 0

2 3 0

7 0

2 3 0

7 0

3 1 0

E

9 7 5

2 2 0

7 0

3 0 0

7 0

3 0 0

5 0

2 9 0

5 0

2 6 0

1 3 0

2 6 0

1 2 0

2 4 0

1 0 0

2 1 0

8 0

1 9 0

6 0

1 9 0

5 0

1 9 0

5 0

3 0 9

9 7 5

2 0 0

5 0

2 6 0

5 0

2 6 0

4 0

2 5 0

4 0

2 3 0

1 1 0

2 3 0

1 0 0

2 1 0

9 0

1 9 0

7 0

1 7 0

5 0

1 7 0

5 0

1 7 0

5 0

2 6 0

8 5

3 8 3

8 5

3 8 3

5 8

3 7 0

5 5

3 2 3

1 8 2

3 2 2

1 6 8

2 9 7

1 4 3

2 5 2

1 0 5

2 1 3

7 0

2 0 8

6 3

2 0 7

6 2

3 0 8

E

4 7 5

1 2 0

4 0

1 6 0

4 0

1 6 0

3 0

1 5 0

3 0

1 4 0

8 0

1 4 0

7 0

1 3 0

6 0

1 1 0

5 0

1 1 0

4 0

1 1 0

4 0

1 0 0

3 0

3 0 7

4 7 5

1 4 0

4 0

1 9 0

4 0

1 9 0

3 0

1 8 0

3 0

1 6 0

8 0

1 6 0

7 0

1 5 0

7 0

1 4 0

5 0

1 3 0

4 0

1 2 0

4 0

1 2 0

4 0

3 0 6

E

4 7 5

1 7 0

7 0

2 3 0

6 0

2 3 0

5 0

2 2 0

5 0

2 0 0

1 2 0

2 0 0

1 1 0

1 9 0

1 0 0

1 6 0

7 0

1 4 0

6 0

1 4 0

5 0

1 4 0

5 0

3 0 5

4 7 5

2 0 0

8 0

2 8 0

7 0

2 8 0

6 0

2 7 0

6 0

2 4 0

1 4 0

2 4 0

1 3 0

2 2 0

1 2 0

1 9 0

8 0

1 7 0

7 0

1 7 0

6 0

1 6 0

6 0

3 0 4

F

E

4 7 5

8 0

3 0

1 1 0

3 0

1 1 0

3 0

1 1 0

3 0

1 0 0

5 0

1 0 0

5 0

9 0

4 0

8 0

3 0

7 0

3 0

7 0

3 0

7 0

3 0

3 0 3

F

4 7 5

1 1 0

4 0

1 5 0

4 0

1 5 0

3 0

1 4 0

3 0

1 3 0

7 0

1 3 0

7 0

1 1 0

6 0

1 1 0

5 0

1 0 0

4 0

9 0

5 0

9 0

3 0

1 3 7

5 0

1 8 7

4 7

1 8 7

3 8

1 7 8

3 8

1 6 2

9 0

1 6 2

8 3

1 4 8

7 5

1 3 2

5 5

1 2 0

4 7

1 1 7

4 5

1 1 3

4 0

E A A D A C E E ( F A 2 )

1 : 2 4 7 5 E

A

1 : 9 7 5 E

A

1 : 4 7 5 E

A

H

A

B

C

D

E

F


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18

T 9 C MSE

FLAC D

A

F

X () () X () () X () () X () () X () ()

315 CHCHE2475 0 0 218 0 218 47 188 14 58 349

314 CHCH2475 0 0 276 10 276 49 226 28 36 563

319 E2475 0 0 118 0 118 32 98 24 28 194

318 2475 0 0 178 20 178 27 138 2 12 489

317 E2475 0 0 132 0 132 28 112 26 52 176

316 2475 0 0 102 0 102 18 92 16 32 146

0 0 171 5 171 34 142 18 32 320

313 CHCHE975 0 0 112 0 112 18 102 16 42 146

301 CHCH975 0 0 130 0 130 30 100 10 10 270

312 E975 0 0 36 0 36 4 36 2 6 78

311 975 0 0 82 0 82 18 62 6 12 146

310 E975 0 0 56 0 56 14 46 8 16 78

309 975 0 0 48 0 48 7 38 4 18 69

0 0 77 0 77 15 64 7 17 131

308 E475 0 0 28 0 28 7 18 4 8 49

307 475 0 0 38 0 38 7 28 4 8 49

306 E475 0 0 36 10 36 14 26 8 6 68

305 475 0 0 44 10 44 11 34 2 4 87

304 FE475 0 0 30 0 30 0 30 0 20 20

303 F475 0 0 28 0 28 7 18 4 8 39

0 0 34 3 34 8 26 4 9 52

A B C D E

E A EA D

1 : 4 7 5 E

A

1 : 2 4 7 5 E

A

1 : 9 7 5 E

A


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20

F


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21

F 1 T MSE

S = 9

(A REC)


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22

F 2 E MSE

( )

0

1

2

3

4

5

6

7

8

9

10

11

12

100 120 140 160 180 200 220 240 260

D E ( )

A , (/)

E

E

A

U :

A D=85%

L :

A D=50%

A


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23

F 3 D ,

(O K F G P)


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25

W= 875 H=54 66

1D

T F

I

0.41 0.375

1D

T F

F 5 G FLAC


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26

F 6 G FLAC


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27

F 7 C FLAC

FLAC (Version 6.00)

LEGEND

23-Jun-10 21:45

step 3477

Flow Time 1.7342E+01

Dynamic Time 1.7994E-03

-2.321E+01


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28

F 8 P (CHICHINS2475)

T: T

B: T 50

(N R )

10 20 30 40 50 60 70 80

0.000

0.200

0.400

0.600

0.800

1.000

FLAC (Version 6.00)

LEGEND

15-Oct-10 7:09

step 1357899Flow Time 2.3786E+03

Dynamic Time 5.0503E+01 -7.036E+01


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30

FLAC (Version 6.00)

LEGEND

14-Oct-10 18:41

step 1910521


Dynamic Time 8.5006E+01

-2.768E+01


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32

F 12 L T 6

( )

F A2

A

B C D F

12.0

3.0

6.0

9.0

12.0

A T W

B T W F

C K @ 3 27

12 H D

15.0

18.0

21.0

24.0

H E

27.0


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F 13 T

CHICHINS2475

(S F 12 P A, B E)

10 20 30 40 50 60 70 80

-1.000

-0.800

-0.600

-0.400

-0.200

0.000

H

B FLAC (I M)

H B (P A)

H

T MSE (P B)

V

S MSE (P E)

T ()

D ()


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34

F 14 T MSE (5 CHICHINS2475)

U S

R M


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35

F 15 S MSE

D MSE (5 )

A

MSE

L T

= 0.017 + 19.48R = 0.949

19.70

19.75

19.80

19.85

19.90

19.95

20.00

19 21 23 25 27 29

( )

()

T

=0.017


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36

F 16 A I MSE

(N.T.S D )

E

A HAE


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37

( )

FLAC (Version 6.00)

LEGEND

14-Oct-10 19:32

step 1910521



1.783E+01


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38

( )

10 20 30 40 50 60 70 80

-8.000

-7.000

-6.000

-5.000

-4.000

-3.000

(10 )04

Row #2

Row #10

Row #6

Row #4

Strip Axial Load(x10 kN/m)

Time (sec)

CHICHI-NS-2475


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FLAC (Version 6.00)

LEGEND

14-Oct-10 19:33

step 1910521Flow Time 2.4131E+03


1.783E+01


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H

S SHAKE

G ()

F A1SHAKE C


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C 1 HGH C G G GCHC C , 1

41

F A2 A

CHCHINS2475.

( )


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Appendix B

C C &

UBCSAND

UBCSAND is an elastic-plastic effective stress model with the mechanical behaviour of the sand skeleton

and pore water flow fully coupled (Beaty & Byrne 1998; Byrne et al. 2004). The model includes a yield

surface related to the developed friction angle, non-associative flow rule, and definitions for loading,

unloading, and hardening. Elastic properties are isotropic and nonlinear and yield loci are radial lines of

constant stress ratio from the origin in stress space. Increase in stress ratio is “loading” which is elastic-

plastic. Unloading is elastic. When the stress ratio is below the constant volume friction angle (cv) the

soil skeleton is contractive (when sheared) while above cv the soil is dilative (Figure B1). A hyperbolicrelationship is used between stress ratio and plastic shear strain (Figure B2). The yield envelope

(maximum developed stress ratio) is pushed out (hardened) according to a function between plastic shear

modulus and plastic shear strain increment. Unloading and reloading is elastic, however, when the stress-

ratio goes to zero and there is a cross-over (loading on the other side) the yield envelope is reset at zero

and must be hardened again according the function between plastic shear modulus and plastic shear strain

increment. The model is set-up to run as a separate constitutive model within the program FLAC (Itasca

2008). A small Raleigh damping (typically 1%) is used with the UBCSAND model to provide numerical

stability at small strain and damping. Key soil properties used are the small strain shear modulus (Gmax),

(N1)60-CS or relative density of the soil and constant volume friction angle (typically 33 degrees for quartz

based sands). Typically, Gmax is obtained from either in-situ shear wave velocity measurements or from

correlations with (N1)60 as follows:

Gmax = ρ Vs2 or Gmax = 21.7*20*((N1)60)

0.333*Pa*(σm'/Pa)0.5 (Equation B1)

where: ρ = moist or saturated soil density

Vs = shear wave velocity

Pa = atmospheric pressure and

σm' = mean normal effective confining pressure

(N1)60-CS = Fines corrected (equivalent coarse sand) normalized standard

penetration test N-value (blows/foot)

From Gmax and (N1)60 the program determines elastic and plastic moduli, and peak friction angle.

UBCSAND Calibration

Three or four calibration parameters (depending on the version used) are in the model. In the calibration

process, a single undrained soil element is exercised so as to trigger liquefaction in the correct number of

cycles and to give post-liquefaction stress-strain behaviour consistent with that observed in laboratory

simple shear tests. The calibration procedure used is as follows:


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1. Set up the 2D FLAC profile with a Mohr Coulomb constitutive model and bring it to static

equilibrium. Representative cohesionless soil elements are then selected for calibration. The

vertical and horizontal effective confining pressure, small strain shear modulus, and (N1)60-CS are

recorded for each element to be calibrated.

2. An undrained single element model is set up in FLAC and is initialized with the representative

vertical and horizontal effective confining pressure, small strain shear modulus, and (N1)60-CS.

3. A cyclic shear stress (τxy) compatible with a cyclic resistance ratio (CRR) that will liquefy (pore

pressure ratio near 1.0) in 15 cycles (CRR15) from Idriss and Boulanger, 2008 empirical

liquefaction triggering chart and equation is calculated as follows:

τxy = σvo' * CRR15 * k σ (Equation B2)

where τxy = applied cyclic shear stress

σvo' = vertical effective stress

CRR15 = cyclic resistance ratiokσ = confinement correction ≤ 1.0

4. The single element is then repeatedly cyclically loaded with the τxy from step (3) and calibration

parameters are adjusted until the element liquefies in 15 cycles and the post-liquefaction stress-

strain cycles are compatible with typical laboratory tests (used tests data by Sriskandakumar,

2004). Liquefaction is assumed to occur when the pore pressure ratio (Ru).

The calibration parameters are introduced as material parameters in the larger 2D model. Theseparameters are either fixed within zones that have similar stresses, Gmax and (N1)60, or are set as afunction of confining stress and/or (N1)60. Calibration parameters (m_hfac1 to 4) that were used are inTable 2a of the main report.


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References on UBCSAND

Beaty, M., and Byrne, P.M. 1998. An effective stress model for predicting liquefaction behaviour of sand,Geotechnical Earthquake Engineering and Soil Dynamics III. P. Dakou-las, M. Yegian, and R Holtz(eds.), ASCE, Geotechnical Special Publication 75 (1), pp. 766-777.

Byrne, P.M., Park, S.S., Beaty, M., Sharp, M.K., Gonzalez, L., & Abdoun, T. 2004. “Numerical modelingof liquefac-tion and comparison with centrifuge tests,” Canadian Geot. J., V. 41(2):193-211.

Idriss, I.M. and Boulanger, R.W., 2008. “Soil liquefaction during earthquakes”, Earthquake EngineeringResearch Institute, MNO-12.

ITASCA, 2008. “FLAC Version 6.0 Fast Langrangian Analysis of Continua User’s Manuals”, ItascaConsulting Group Inc., Minneapolis Minnesota.

Kokusho, T., 1999. “Water film in liquefied sand and its effect on lateral spread,” J. Geo-technical andGeoenviron. Eng. 125(10), pp. 817- 826.

Naesgaard, E., Yang, D., Byrne, P.M., and Gohl, B., 2004. “Numerical analyses for the seismic safetyretrofit design of the immersed-tube George Massey tunnel,” 13th World Conference on EarthquakeEngineering, Vancouver, August.

Naesgaard, E., Byrne, P.M., Seid-Karbasi, M., and Park, S.S., 2005. “Modelling flow liquefaction, itsmitigation and comparison with centrifuge tests,” Proc. Geotechnical Earthquake Engineering SatelliteConf., Osaka, Sept. 10, TC4 committee ISSMGE, Publ. by Japanese Geotechncial Society, pp. 95-102.

Naesgaard, E., Byrne, P.M., and Seid-Karbasi, M., 2006. “Modelling flow liquefaction and pore waterredistribution mechanisms,” Proc. 8th National Conf. on Earthquake Engineering, San Francisco, April.

Naesgaard, E. and Byrne, P.M., 2007. “Flow liquefaction simulation using a combined effective stress -total stress model,” 60th Canadian Geotechnical Conference, Canadian Geotechnical Society, Ottawa,Ontario, October.

Sriskandakumar, S., 2004. “Cyclic loading response of Fraser River Sand for validation of numericalmodels simulating centrifuge tests”, M.A.Sc. Thesis, Dept. Civil Engineering, University of BritishColumbia, March.

Yang., D., Naesgaard, E., Byrne, P.M., Adalier, K., and Abdoun, T., 2005. “Numerical Model verificationand calibration of George Massey Tunnel using centrifuge models” Canadian Geot. Journal, Vol. 41,No. 5, April.


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Appendix C

BCH C D & C

UBCHYST

n

f f

t RGG

⋅−⋅= η

η 1max 1

Where

Gt= tangent shear modulus

η = developed stress ratio = (τxy / σ'v)

η1= η - ηmax = η

ηmax = η

η1f = ηf - ηmax = η

ηf = (sin(Øf ) + C * cos(Øf )/ σ'v)

τxy =

σ'v =

Øf = R =

UBCHYST Calibration

The UBCHYST model was calibrated to uniform cyclic response inferred from published modulus

reduction and damping curves. The UBCHYST calibration parameters used for all the analyses are in

Table 2a of the main body of the report. Figure C-2 shows an example of curve fitting procedure.

.


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F C1 UBCHST C M


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UBCHYST

Seed & Idriss (1970)Upper & Lower bounds

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