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<br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br /> <br />weight in an unloaded condition, or (2) a shock occurs (i.e., as from an <br /> <br /> <br />earthquake) which produces a volume decrease in a loose soil skeleton, trans- <br /> <br /> <br />ferring the effective stress from the soil particles to the pore water. <br /> <br />6.3 Slope Instabilities <br /> <br /> <br />Since roadway and railroad embankments are not designed specifically as <br /> <br /> <br />flood detention structures, their stability under such conditions is suspect. <br /> <br /> <br />To establish the safety of roadway and railroad embankments under flood con- <br /> <br /> <br />ditions, a comprehensive stability analysis should be performed for each <br /> <br /> <br />embankment. Several reliable methods are available to compute the stability <br /> <br /> <br />of earthen embankments. In practice, a circular failure surface is generally <br /> <br /> <br />assumed. Two methods which utilize a circular surface in their slope stabi- <br /> <br /> <br />lity computation are the Swedish, or Ordinary, Method of Slices and Bishop's <br /> <br />Method of Slices. The Bishop method is preferred over the Swedish method due <br /> <br /> <br />to the more realistic assumptions made in the Bishop approach. A detailed <br /> <br /> <br />discussion of the Bishop Method is available in references 5 and 19. <br /> <br />* <br /> <br />Sl <br />