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Case Study Stability of an earthdam Stéphane Commend – Françoise Geiser GeoMod consulting engineers www.geomod.ch. Summary Settlement analysis of the existing earthdam Global stability analysis Stability analysis of the earthdam (= local) Simplified seismic analysis Work in progress.

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Presentation Transcript
slide1

Case Study

Stability of an earthdam

Stéphane Commend – Françoise Geiser

GeoMod consulting engineers

www.geomod.ch

slide2

Summary

  • Settlement analysis of the existing earthdam
  • Global stability analysis
  • Stability analysis of the earthdam (= local)
  • Simplified seismic analysis
  • Work in progress
slide3

Summary

  • Settlement analysis of the existing earthdam
  • Global stability analysis
  • Stability analysis of the earthdam (= local)
  • Simplified seismic analysis
  • Work in progress
slide4

existing earthdam

2D cut

schematic position of the

future material deposit

Dam and material deposit overview

slide11

Water basin

Existing earthdam

Material deposit

(final configuration)

slide12

about 500 m

future material deposit

earthdam

25 m

Dam and material deposit 2D cut

slide13

Asphalt

Pore pressure, with cracked asphalt (K = 1e-4 m/s)

slide14

Settlement = 3.0 cm

Absolute displacements, 2D model

T = 6: maximal displacement, with provisory deposit

slide15

Initial position

Deformed mesh (x 20), 2D model

T = 6: maximal displacement, with provisory deposit

slide16

Plant

Earth dam

slide17

Plant

Earthdam

slide18

Plant

Earthdam

Absolute displacements, 3D model

slide19

Earthdam

Settlement = 0.5 cm

Absolute displacements, 3D model

slide20

B

A

Déplacement absolu [m]

T

Evolution of the settlements for different models

slide21

Summary

  • Settlement analysis of the existing earthdam
  • Global stability analysis
  • Stability analysis of the earthdam (= local)
  • Simplified seismic analysis
  • Work in progress
slide22

Global stability analysis in Z_Soil (one method)

  • Compute problem with given ci and fi in all materials
  • Divide ci and tan(fi) by a factor 1.0, 1.1, 1.2, ...
  • … recompute until failure occurs
slide23

SF = 1.50

Global safety factor, 2D analysis

slide24

SF = ???

2

3

SF = 1.70

1

Global safety factor, 3D analysis

slide25

Summary

  • Settlement analysis of the existing earthdam
  • Global stability analysis
  • Stability analysis of the earthdam (= local)
  • Simplified seismic analysis
  • Work in progress
slide28

Summary

  • Settlement analysis of the existing earthdam
  • Global stability analysis
  • Stability analysis of the earthdam (= local)
  • Simplified seismic analysis
  • Work in progress
slide29

Introduction

  • 16 m high earth dam is of class III (SFOE guidelines)
  • => Replacement forces analysis can be conducted
  • Global horiz. acceleration: log(ah) = 0.26 IMSK + 0.19 in cm/s2
  • IMSK from seismic intensity maps, Treturn = 1’000 years
  • Here, ah = 1.65 cm/s2 = 0.17·g
  • av = 2/3·ah = 0.11·g (both upwards and (here) downwards)
slide31

ah = 0.17 g

av = 0.11 g

slide33

Summary

  • Settlement analysis of the existing earthdam
  • Global stability analysis
  • Stability analysis of the earthdam (= local)
  • Simplified seismic analysis
  • Work in progress
slide34

Work in progress

  • Influence of rain inflow on stability of slopes
  • Steady state and transient
  • 2D and 3D
slide36

SF = 1.50

Global safety factor, 2D analysis

slide37

raininflow: 2 cm / day

Water table with rain inflow on the material deposit (steady-state analysis)

slide38

raininflow: 2 cm / day

SF = 1.20

Global stability study after rain inflow

slide39

Châtelard deposit. 3D influence of rain inflow.

Pore pressures, dry case (no rain)

slide40

Châtelard deposit. 3D influence of rain inflow. Dry case

Progression of displacements with increasing SF

slide41

Châtelard deposit. 3D influence of rain inflow. Dry case

Progression of displacements with increasing SF

slide42

Châtelard deposit. 3D influence of rain inflow. Dry case

Progression of displacements with increasing SF

slide43

Châtelard deposit. 3D influence of rain inflow. Dry case

Progression of displacements with increasing SF

slide44

Châtelard deposit. 3D influence of rain inflow. Dry case

Progression of displacements with increasing SF

slide45

Châtelard deposit. 3D influence of rain inflow. Dry case

Progression of displacements with increasing SF

slide46

Châtelard deposit. 3D influence of rain inflow. Dry case

Progression of displacements with increasing SF

slide47

Châtelard deposit. 3D influence of rain inflow. Dry case

Progression of displacements with increasing SF

slide48

Châtelard deposit. 3D influence of rain inflow. Dry case

Mechanism associated with diverged step. Global safety factor = 3.00