Title page for ETD etd-01302006-101603


Type of Document Dissertation
Author Meehan, Christopher Lee
Author's Email Address cmeehan@vt.edu
URN etd-01302006-101603
Title An Experimental Study of the Dynamic Behavior of Slickensided Surfaces
Degree PhD
Department Civil Engineering
Advisory Committee
Advisor Name Title
Duncan, James Michael Committee Chair
Brandon, Thomas L. Committee Member
Gutierrez, Marte S. Committee Member
Kapania, Rakesh K. Committee Member
Martin, James R. II Committee Member
Keywords
  • Earthquakes
  • Cyclic Loading
  • Shear Strength
  • Residual Strength
  • Clay
  • Slope Stability
Date of Defense 2006-01-25
Availability unrestricted
Abstract
When a clay soil is sheared, clay particles along the shear plane become aligned in the direction of shear, forming “slickensided” surfaces. Slickensided surfaces are often observed along the sliding plane in field landslides. Because the clay particles along a slickensided surface are already aligned in the direction of shear, the available shear resistance is significantly less than that of the surrounding soil.

During an earthquake, ground shaking often causes landslide movement. For existing landslides or repaired landslides that contain slickensided rupture surfaces, it is reasonable to expect that the movement will occur along the existing slickensided surfaces, because they are weaker than the surrounding soil. The amount of movement that occurs is controlled by the dynamic resistance that can be mobilized along the slickensided surfaces.

The objective of this study was to investigate, through laboratory strength tests and centrifuge model tests, the shearing resistance that can be mobilized on slickensided rupture surfaces in clay slopes during earthquakes. A method was developed for preparing slickensided rupture surfaces in the laboratory, and a series of ring shear tests, direct shear tests, and triaxial tests was conducted to study the static and cyclic shear resistance of slickensided surfaces. Two dynamic centrifuge tests were also performed to study the dynamic shear behavior of slickensided clay slopes. Newmark’s method was used to back-calculate cyclic strengths from the centrifuge data.

Test results show that the cyclic shear resistance that can be mobilized along slickensided surfaces is higher than the drained shear resistance that is applicable for static loading conditions. These results, coupled with a review of existing literature, provide justification for using cyclic strengths that are at least 20% larger than the drained residual shear strength for analyses of seismic stability of slickensided clay slopes. This represents a departure from the current state of practice, which is to use the drained residual shear strength as a “first-order approximation of the residual strength friction angle under undrained and rapid loading conditions” (Blake et al., 2002).

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 28.8 Modem   56K Modem   ISDN (64 Kb)   ISDN (128 Kb)   Higher-speed Access 
  00_Addendum.pdf 6.56 Kb 00:00:01 < 00:00:01 < 00:00:01 < 00:00:01 < 00:00:01
  01_Front_Pages.pdf 102.09 Kb 00:00:28 00:00:14 00:00:12 00:00:06 < 00:00:01
  02_Chapter_1.pdf 87.76 Kb 00:00:24 00:00:12 00:00:10 00:00:05 < 00:00:01
  03_Chapter_2.pdf 675.70 Kb 00:03:07 00:01:36 00:01:24 00:00:42 00:00:03
  04_Chapter_3.pdf 87.25 Kb 00:00:24 00:00:12 00:00:10 00:00:05 < 00:00:01
  05_Chapter_4.pdf 290.03 Kb 00:01:20 00:00:41 00:00:36 00:00:18 00:00:01
  06_Chapter_5.pdf 934.09 Kb 00:04:19 00:02:13 00:01:56 00:00:58 00:00:04
  07_Chapter_6.pdf 1.24 Mb 00:05:44 00:02:57 00:02:34 00:01:17 00:00:06
  08_Chapter_7.pdf 197.69 Kb 00:00:54 00:00:28 00:00:24 00:00:12 00:00:01
  09_Chapter_8.pdf 118.85 Kb 00:00:33 00:00:16 00:00:14 00:00:07 < 00:00:01
  10_Chapter_9.pdf 118.70 Kb 00:00:32 00:00:16 00:00:14 00:00:07 < 00:00:01
  11_References.pdf 107.08 Kb 00:00:29 00:00:15 00:00:13 00:00:06 < 00:00:01
  12_Appendix_A.pdf 5.71 Mb 00:26:26 00:13:35 00:11:53 00:05:56 00:00:30
  13_Appendix_B.pdf 8.56 Mb 00:39:37 00:20:22 00:17:49 00:08:54 00:00:45
  14_Appendix_C.pdf 241.85 Kb 00:01:07 00:00:34 00:00:30 00:00:15 00:00:01
  15_Vita.pdf 51.20 Kb 00:00:14 00:00:07 00:00:06 00:00:03 < 00:00:01

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