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Geoenvironmental Disasters

Table 2 Summary of all the experiments at different testing conditions

From: Critical hydraulic gradients for seepage-induced failure of landslide dams

Test specification

Test no.

Dam geometry

Q in (m3/s)

\( \rho \) dry (Mg/m3)

e o

i ini - 1

i ini - 2

i f1

i f2

T b (s)

H d (m)

D crw (m)

α (deg)

β (deg)

Dam composition

Exp 1

0.25

0.1

40

55

2 × 10−4

1.10

1.41

0.119

0.101

0.77

0.61

340

Exp 2

0.25

0.1

40

55

2 × 10−4

1.56

0.71

0.092

0.123

1.82

0.87

920

Exp 3

0.25

0.1

40

55

2 × 10−4

1.44

0.84

0.053

0.101

1.48

1.20

1360

Rate of inflow into the upstream reservoir (filling rate)

Exp 4

0.25

0.1

35

50

1.67 × 10−5

1.07

1.48

0.097

0.099

1.38

0.90

1750

Exp 5

0.25

0.1

35

50

5 × 10−5

1.07

1.48

0.122

0.089

1.50

0.94

1300

Exp 6

0.25

0.1

35

50

1 × 10−4

1.07

1.48

0.115

0.067

1.48

0.99

1100

Exp 7

0.25

0.1

35

50

1.67 × 10−4

1.07

1.48

0.103

0.08

1.36

1.32

890

Antecedent moisture content at low compactive effort (e o  = 1.76)

Exp 8

0.25

0.1

35

55

1.5 × 10−4

0.96

1.76

0.118

0.08

1.70

0.92

800

Exp 9

0.25

0.1

35

55

1.5 × 10−4

0.96

1.76

0.094

0.084

1.59

0.94

720

Exp 10

0.25

0.1

35

55

1.5 × 10−4

0.96

1.76

0.104

0.085

1.57

1.00

680

Exp 11

0.25

0.1

35

55

1.5 × 10−4

0.96

1.76

0.103

0.053

1.40

1.07

620

Antecedent moisture content at high compactive effort (e o  = 1.21)

Exp 12

0.25

0.1

35

55

1.3 × 10−4

1.20

1.21

0.087

0.133

1.17

0.64

980

Exp 13

0.25

0.1

35

55

1.3 × 10−4

1.20

1.21

0.147

0.123

1.22

0.70

840

Exp 14

0.25

0.1

35

55

1.3 × 10−4

1.20

1.21

0.093

0.125

1.28

0.95

760

Exp 15

0.25

0.1

35

55

1.3 × 10−4

1.20

1.21

0.042

0.103

1.30

1.00

740

Downstream slope angle

Exp 16

0.25

0.15

35

30

1 × 10−4

1.01

1.62

0.123

0.091

1.01

0.73

2300

Exp 17

0.25

0.15

35

40

1 × 10−4

1.01

1.58

0.091

0.099

1.03

0.74

1500

Exp 18

0.25

0.15

35

50

1 × 10−4

1.01

1.52

0.128

0.053

1.39

0.61

1150

Exp 19

0.25

0.15

35

60

1 × 10−4

1.01

1.48

0.099

0.092

1.37

0.58

900

Dam height

Exp 20

0.15

0.15

40

50

1.2 × 10−4

1.10

1.41

0.111

0.063

1.17

0.55

890

Exp 21

0.20

0.15

40

50

1.2 × 10−4

1.10

1.41

0.045

0.133

1.30

0.79

1020

Exp 22

0.25

0.15

40

50

1.2 × 10−4

1.10

1.41

0.103

0.043

1.33

0.82

1080

Exp 23

0.30

0.15

40

50

1.2 × 10−4

1.10

1.41

0.116

0.071

1.35

0.85

1280

Dam crest width

Exp 24

0.25

0.20

35

55

1.67 × 10−4

1.14

1.32

0.086

0.083

1.60

0.86

1380

Exp 25

0.25

0.25

35

55

1.67 × 10−4

1.14

1.32

0.118

0.081

1.78

0.89

2600

  1. H d  = dam height; D crw  = dam crest width; α = upstream slope angle; β = downstream slope angle; Q in  = inflow rate into the upstream reservoir; \( \rho \) dry  = dry bulk density; e o  = initial void ratio; i ini - 1 = critical hydraulic gradient for seepage erosion initiation (between sensors p1 and p2); i ini - 2 = critical hydraulic gradient for seepage erosion initiation (between sensors p2 and p3); i f1 = critical hydraulic gradient for collapse of the dam crest (between sensors p1 and p2); i f2 = critical hydraulic gradient for collapse of the dam crest (between sensors p2 and p3); T b  = time of collapse of the dam crest
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