1. 1 Interpretation and Visualization of Model Test Data for Slope Failure in Liquefying Soil Bruce L. Kutter Erik J. Malvick R. Kulasingam Ross Boulanger UC DAVIS US-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures against Liquefaction US National Science Foundation (Grant Number: CMS-0070111)

2. 2 Concepts: Void redistribution – contraction and dilation (A)Dilating element: v in > v out (B)Constant volume element: v in ~ v out (C)Contracting element: v in < v out Example: impermeable layer covering a liquefiable layer

3. 3 Phase trasformation line limits the pore pressure build up --- until flow failure occurs Concept: ACAC Localization Flow dilatant contractive

4. 4 Hypotheses Pore water tends to accumulate at the interface of a relatively impermeable layer that covers a liquefying sand layer. The accumulation permits the saturated soil to dilate in this region and consequently, shear strains may localize near the interface. The localization leads to an increase in the magnitude of deformations, and could lead to flow failure

5. 5 Before shaking After Motion A After Motion B (Longer duration) Test #2 on the small centrifuge Kulasingam et al.(2001)

6. 6

7. 7 EJM01_217 Large Centrifuge Model Test

8. 8 Before After 2 Shakes 0.38 m model 14 m prototype

9. 9 Before After 2 Shakes

10. 10 Concentrated Shear Zone Below Silt-Sand Interface.

11. 11 Displacement Profile

12. 12 Basic Diagram, Linear Potentiometers

13. 13 Basic Diagram, Accelerometers Grid Square = 10 cm Model Scale

14. 14 Selected results

15. 15 Basic Diagram, Pore Pressure Transducers Grid Square = 10 cm Model Scale

16. 16 Surface Silt Plane

17. 17

18. 18

19. 19 Procedure to calculate volumetric strains from measured pwp Darcy’s law, based on u e measured in centrifuge from conservation of volume h i is the spacing of the sensors; Volumetric strain rate is proportional to the second derivative of the pore water pressure

20. 20 Basic Diagram, Pore Pressure Transducers Grid Square = 10 cm Model Scale Array 4Array 6

21. 21 Array 4 silt Array 6 silt

22. 22 Effect of Void Redistribution on Residual Shear Strength (S r ) Seed (1986) argued that S r values back- calculated from case histories of flow failures implicitly accounted for any effects that void redistribution and/or other factors may or may not have had. Mechanism B by NRC (1985) - Example of potential void redistribution within a globally undrained sand layer. Seed & Harder (1990)

23. 23 Conclusions Water tends to flow upward during liquefaction and this water may accumulate in a dilating shear zone beneath an impermeable boundary. Pore pressures in a dilatant stable slope tend to stabilize such that  mob =33 o (~“phase transformation”); limiting r u values depend on the magnitude of shear stress. Critical combinations of shaking intensity, relative permeabilities, layer thicknesses, and densities determine whether localization will occur. It is virtually impossible to perform a systematic study of the all parameters affecting void redistribution from field case histories. Model testing is the only way! The use of even more instrumentation in model tests and automated visualization tools will improve the resolution of detail.

24. 24 Conclusions (2) Procedures were developed to improve contour plot by forcing contours to match estimated boundary conditions –Drained boundary: u = 0 –Impermeable boundary: normal hydraulic gradient = 0 –For pore pressure ratio: r u = r u (nearest transducer) The second derivative of measured pwp distribution was used to calculate volumetric strain rate distribution. Small errors in water pressure measurement can lead to larger errors in the second derivative. Nevertheless, the results seem meaningful. Visualization and analysis of pore pressure data from a large centrifuge test provides a lot of detail that is difficult to obtain by any other method.

25. CYCLIC SETTLEMENT AND SLIDING OF SEAWALLS Randolph R. Settgast

26. Input Motions

27. Seawall Model Deformation

28. Cyclic Load-Deformation Response Parameters  Shear Stress  *  Shear Strain S*  Axial (Vertical) Strain  v *  Effective Stress

29. Cyclic Load-Deformation Response

30. Effects of Substratum Improvement