This paper presents an evaluation of the seismic response of a full-scale rail embankment tested on the University of California San Diego (UCSD) Powell Laboratory shake table. The goal of performing the experiment was to understand the impacts of earthquake motions on the seismic settlement of the embankment and the associated crosslevel variation of the rails. The tested specimen consisted of a half-section embankment consisting of layers of compacted ballast, subballast, and clay subgrade having a total height of 1.50 m and a length in the direction of shaking of 7.52 m to accommodate typical rail embankment slope angles. The specimen had a width of 3.5 m that permitted 5 ties to be connected to the rails. After characterizing the dynamic deformation response of the container designed, a rail embankment specimen was constructed and tested under an actual earthquake motion. The applied motion induced a maximum horizontal rail acceleration of 1.38 g but only a small residual crosslevel variation of only 0.66 mm was measured.
Tire-derived aggregate (TDA) has been adopted in multiple civil engineering applications as a lightweight fill that has the additional benefit of being a recycled material. While the compression response of TDA with small particle sizes has been studied in the literature, there is a lack of data on the response of Type B TDA with larger particles having a maximum dimension of 300 mm. This study focused on assessing the one-dimensional compression response of an 810 mm-thick layer of Type B TDA under quasi-static uniaxial compressive stresses in a large-scale rigid container having a length of 5,029 mm and a width of 2,184 mm. First, this paper presents the results of one-dimensional compression response of Type B TDA under a constant rate of strain test up to a vertical effective stress of 20.4 kPa, which was then maintained for 1 hour to evaluate the creep response. A bi-log-linear compression curve fitted to the nonlinear compression curve for Type B TDA had compression and recompression indices of 0.32 and 0.04, respectively, that are greater than those of most soils. A modified secondary compression index of 0.0029 was observed during creep testing, which is within the range obtained from past TDA studies.
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