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Januarv 15, 2008 <br />Peale 22 <br />_I 6anrh (s + "W7 3n ) u-1 <br />Orin =sin <br />2(1+u)(2+a)+6anrh(.s+(73n)a-1 <br />rrc.r [(1+2u?? s+ 1 -u)nh'73n Xs + mhi'T_ a-l (Egn.6) <br />n <br />? rnr = <br />+ux2+c1) l+(6amh(s+nlhcT3n) 41_1V41+uX2+41)) <br />where 1733 - ?;max1tT j and 73nwx is the tipper limit of confining stress over which the strength <br />criteria are considered. The equivalent [JCS,,,, value for the rock mass is given by Equation 7. <br />(nib + 4s - u(nrh -- SsAinh /4 + s) a-/ <br />(Eqn. 7) <br />U(',Sr•nt = cTCnt = cTC•i " 2(I + uX' + u) <br />These equations were used to estimate the in situ rock mass strength and deformation <br />parameters for cohesion, C r,,,, friction, 0,,,,, tensile strength, 7;.,,,, and ('(',Sin, for each of the <br />23 rock layers documented in Table I of the G-Pit Landslide Stability Report.4 Of most <br />importance for the stability analysis of the hillside is the weakest layers. that is, the weak I.-Roof' <br />mudstone and Q-Fluor mudstone. The properties used in the stability analyses were as follows. <br />• Density,= 135.7pcf <br />• Young's Modulus, Ein, = 1.3x 10" psi <br />• Poisson's Ratio, v,,,= 0.40 <br />• Friction Angle, form- 3.4° <br />• Cohesion, C,,,, = 1.7 psi <br />• Tensile Strength, Ti,n= 0.1 1 psi) <br />• Bedding Friction Angle, 01 = 18.3° --> 5' <br />• Bedding Cohesion, C, = 0.1-5 -i 0 psi <br />• Bedding Tensile Strength, T, = 0 psi <br />Agapito