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<br />' It must be noted that the final location of these 7 multiple <br />' tip piezometers should be determined by the results of the <br />preceding installations. The proposed locations noted above are <br />merely considered highly questionable or suspicious areas. The <br />cost estimate (under separate cover) is based on the assumption <br />' that the average depth of piezometers located on the first bench <br />will be 60-feet, the average depth of piezometers on the second <br />bench will be 100-feet, with an overall average of SO-feet per <br />hole. <br />There is every likelihood that performance of the items <br />addressed above will provide the information needed to adequately <br />' satisfy unknowns regarding pore pressures and piezometric <br />surface(s). Thus, the performance of these minimum items is <br />considered the next step or second phase in resolving the stability <br />' issue. The installation of multiple level piezometers should <br />return results almost immediately and this information can he used <br />to determine the effectiveness of the additional work in solving <br />t the pore pressure concerns. If 'the pore pressures can be <br />adequately defined the stability of the pile can be re-evaluated. <br />If the pore pressures cannot be adequately resolved from <br />performance of the items noted above, additional multiple level <br />' piezometers may be required. However, this necessity seems <br />unlikely. <br />Since it appears that seepage from 'the collection ditch on the <br />bench at elevation 4SS0 may be at least contributing to the <br />elevated water levels found in the vicinity of well P-1, <br />' consideration should, also, be given to lining that ditch with an <br />impervious membrane or installing a more permanent "French Drain" <br />line in this area. <br />1 <br /> <br /> <br />1 <br />1 <br />1 <br />1 <br />Providing a final solution to a stability problem was not part <br />of the scope for the present analysis, but three oeneral solutions <br />are briefly noted in order for present options to be evaluated. <br />Briefly, the three stability solutions would involve, one, <br />regrading or flattening the slope; two, effectively draining the <br />pile; and three constructing a stability berm or weighting the toe <br />of the slope with a buttress. Also, any combination of these <br />solutions could be envisioned. <br /> <br />20 <br /> <br />