Bituminous-faced Rockfill Dam Seismic Performance Prediction of stress-strain behaviour and potential damages Proposal for the 15th International Benchmark.

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Presentation transcript:

Bituminous-faced Rockfill Dam Seismic Performance Prediction of stress-strain behaviour and potential damages Proposal for the 15th International Benchmark Workshop on Numerical Analysis of Dams Proposers: A. Vecchietti 1 , G. Russo 1 , S. De Marco 2, A. Fiorino 2, M. Cecconi 3, V. Pane 3, G. Mazzà 4 1 University of Cassino & Southern Lazio, Department of Civil and Mechanical Engineering 2 So.Ri.Cal Spa 3 University of Perugia, Department of Engineering 4 ICOLD, ITCOLD & RSE Spa

Menta Dam

Menta Dam Max. Elevation: 89.75 m (crest elevation: 1431.75 m a.s.l.) Menta Dam is a Bituminous-faced rockfill dam (BFRD) Max. Elevation: 89.75 m (crest elevation: 1431.75 m a.s.l.) Slope: 1:1.8 (downstream face has 2 berms at Elev. 1377.5 and 1404.5 m a.s.l.) Crest Length: 450 m (325.0 m main valley + 125.0 m «selletta») Top Width: 10 m Storage: 1.8×107 m3 Water: Level Elev. 1370.0 m a.s.l. (min. WL) 1424.5 m a.s.l. (retention WL) 1426.0 m a.s.l. (max. WL) main embankment «selletta»

Menta Dam Plan view Longitudinal section main embankment «selletta»

Menta Dam Cross-sections Sez.2 Sez.1 Sez.3 Sez.4 Sez.4 Sez.1 Sez.3

Menta Dam Cross-section (elements) Rockfill embankment (dam body) Bituminous concrete facing - guarantees the impoundment of the reservoir Foundation is made of metamorphic fractured rock Cement-water injections reaching a depth of about 50 m - create a grout curtain Draining layer at dam-foundation interface - prevents ∆u in the embankment

Central Italy earthquake (2016 sequence) Objective Main objective: evaluation of the embankment stress-strain behaviour under seismic conditions Seismic scenario: ag = 0.45 g, n.2 time series recording as input The impoundment level to be considered is 1424.5 m a.s.l. Friuli earthquake (1976) Central Italy earthquake (2016 sequence)

Methodology Requirements: Analyses must account for stiffness dependence on shear strain levels (G-γ) and hysteretic damping, typical of soil dynamic behaviour The comparison of results will allow the evaluation of different rockfill constitutive models response Assumptions: Plane strain (2-D) numerical simulations dam body can be considered homogeneous embankment piezometers support the ∆u = 0 hypothesis

Methodology Available data: Results from in situ and laboratory tests on rockfill samples

compressive strength , fc (kPa) tensile strength, ft (kPa) Methodology Available data: Foundation rock-mass Bituminous facing γ (kN/m3) E (MPa) ν (-) k (m/s) 27 7×103 0.25 1.0×10-7 γ (kN/m3) E (MPa) ν (-) k (m/s) 24 150 0.44 impervious compressive strength , fc (kPa) tensile strength, ft (kPa) 1490 950

Results Aims: Deformation patterns of the embankment at the end of the dynamic simulation: crest settlements, permanent displacement profile of the axis of the dam, strain contour plot … Stress states and Stability assessment (proximity to failure) (optional) Assessment of seismic behaviour of the bituminous facing by analysing potential damages and cracking of the upstream face Expected working time: 2-3 weeks

Proposers: S. De Marco, A. Fiorino _ So.Ri.Cal Spa G. Russo, A. Vecchietti _ University of Cassino & Southern Lazio, Department of Civil and Mechanical Engineering M. Cecconi, V. Pane _ University of Perugia, Department of Engineering G. Mazzà _ ICOLD, ITCOLD & RSE Spa