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Z_SOIL.PC DAY 2008 Case Study Stability of an earthdam Stéphane Commend – Françoise Geiser GeoMod consulting engineers www.geomod.ch

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Z_SOIL.PC DAY 2008 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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Z_SOIL.PC DAY 2008 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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M100 – SC – March 2008 Dam and material deposit overview schematic position of the future material deposit existing earthdam 2D cut

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Z_SOIL.PC DAY 2008

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Existing earthdam

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Z_SOIL.PC DAY 2008 Access road

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Z_SOIL.PC DAY 2008 Material deposit. Step 1

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Z_SOIL.PC DAY 2008 Material deposit. Step 2 (provisory)

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Z_SOIL.PC DAY 2008 Material deposit (final configuration) V calc = 1’643’000 m 3

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Z_SOIL.PC DAY 2008 Existing earthdam Material deposit (final configuration) Water basin

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M100 – SC – March 2008 future material deposit Dam and material deposit 2D cut about 500 m 25 m earthdam

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Z_SOIL.PC DAY 2008 Pore pressure, with cracked asphalt (K = 1e-4 m/s) Asphalt

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Z_SOIL.PC DAY 2008 Absolute displacements, 2D model T = 6: maximal displacement, with provisory deposit Settlement = 3.0 cm

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Z_SOIL.PC DAY 2008 Deformed mesh (x 20), 2D model T = 6: maximal displacement, with provisory deposit Initial position

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Z_SOIL.PC DAY 2008 Earth dam Plant

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Z_SOIL.PC DAY 2008 Earthdam Plant

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Z_SOIL.PC DAY 2008 Absolute displacements, 3D model Earthdam Plant

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Z_SOIL.PC DAY 2008 Absolute displacements, 3D model Earthdam Settlement = 0.5 cm

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Z_SOIL.PC DAY 2008 Déplacement absolu [m] T B A Evolution of the settlements for different models

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Z_SOIL.PC DAY 2008 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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Z_SOIL.PC DAY 2008 Global stability analysis in Z_Soil (one method) Compute problem with given c i and i in all materials Divide c i and tan( i ) by a factor 1.0, 1.1, 1.2,... … recompute until failure occurs

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Z_SOIL.PC DAY 2008 SF = 1.50 Global safety factor, 2D analysis

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Z_SOIL.PC DAY 2008 1 2 3 SF = 1.70 Global safety factor, 3D analysis SF = ???

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Z_SOIL.PC DAY 2008 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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Z_SOIL.PC DAY 2008

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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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Z_SOIL.PC DAY 2008 Introduction 16 m high earth dam is of class III (SFOE guidelines) => Replacement forces analysis can be conducted Global horiz. acceleration: log(a h ) = 0.26 I MSK + 0.19 in cm/s 2 I MSK from seismic intensity maps, T return = 1’000 years Here, a h = 1.65 cm/s 2 = 0.17·g a v = 2/3·a h = 0.11·g (both upwards and (here) downwards)

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Z_SOIL.PC DAY 2008

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a h = 0.17 g a v = 0.11 g

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Z_SOIL.PC DAY 2008 SF = 1.61

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Z_SOIL.PC DAY 2008 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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Z_SOIL.PC DAY 2008 Work in progress Influence of rain inflow on stability of slopes Steady state and transient 2D and 3D

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M100 – SC – March 2008 Water table without rain inflow on the material deposit (steady-state analysis)

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M100 – SC – March 2008 SF = 1.50 Global safety factor, 2D analysis

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M100 – SC – March 2008 rain inflow: 2 cm / day Water table with rain inflow on the material deposit (steady-state analysis)

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M100 – SC – March 2008 SF = 1.20 rain inflow: 2 cm / day Global stability study after rain inflow

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Pore pressures, dry case (no rain)

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Progression of displacements with increasing SF

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Progression of displacements with increasing SF

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Progression of displacements with increasing SF

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Progression of displacements with increasing SF

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Progression of displacements with increasing SF

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Progression of displacements with increasing SF

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Progression of displacements with increasing SF

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Progression of displacements with increasing SF

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M100 – SC – March 2008 Châtelard deposit. 3D influence of rain inflow. Dry case Mechanism associated with diverged step. Global safety factor = 3.00

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