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will <br /> Ir <br /> Designing with Geomernbranes Chep. 5 <br /> 428 <br /> The situa=tion with an anchor trench at the end of the runout section is illusuatod in <br /> ' Figure 5.28. The configuration requires some important assurrrptions re8Wdmg the sta=te <br /> of stress within the anchor trench and its tesittanoe mechanism. In order to establish static ; <br /> i oquWbrium, Daniel (27)has suggested using imaginary and frictionless pulleys as shown <br /> on Figure 5.28, which allows for the geom mbrane to be considatd in its continuous <br /> '1 form. <br /> .I <br /> 2. <br /> I a c' <br /> F <br /> I i:♦„•:�:�:ice, J _ <br /> > Impinary uid fAr Ar dAr <br /> Mction M PURVO <br /> T <br /> Ff4art Sad t..r�a-aec�oa of teorr�embtane rnnovt rxt�oti xrt�smct�or erncfi and teLt- <br /> ed strum and forcm invndvod. <br /> Talk,. = Fu + FL + 2FAT <br /> where <br /> Totow ffi- the aan , r, in which <br /> (Tallow = the allowable geomembrane stress = oraWFS, <br /> 07„h = the ultimate geomembrane stress, e.g., yield or break, <br /> FS = the factor of safety, and <br /> r Q the geomembrwx thickness; <br /> Fu = the friction force above geornembram(assumed to be negligible, since the <br /> cover soil probably moves along with the fins as it deforms). <br /> 4' <br /> Ft = q tan 8 (L*o), in which �- <br /> q Q the surcharge prcaszue <br /> dc, ® the depth of cover soil, <br /> 7a - the unit weight of cover soil, <br /> b - the friction angle betwocn georncmbmne and soil, and <br /> Lito = the (unknown) length of runout; and <br /> FAT = (v,,)., tan S (dAT), in which g <br />