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1 f1 -zo- Cut and fill depths are generally anticipated to be minor with the exception of the cut into the steep sloping hillside separating the lower area and higher plateau. Subgrade soils encountered along the alignment consist of fine sands arrl silts within the lower area to medium plastic clays within the majority of the upper area. The fine sands and silts are considered a fair subgrade for support of pavement sections, whereas the clays are considered as a relatively poor sub- grade. Properties of the subgrade soils were determined by Atterberg limit determinations, gradation analysis and Hveem stabilometer tests. Results of stabilometer tests indicate an Rwalue of 8 to 70 on the clays and 28 on the fine sand and silt. Previous testing by International Engineering Company, Inc. (December 1976) indicated an Rwalue of 7 and 8 for the clays. For design of the pavement section, we recortmend an average R-value of 8 be utilized in clay subgrade areas and 28 in granular areas. We understand the roadway section extending across the landslide area will be partially stabilized by retaining walls placed upslope and downslope of the roadway. We also understand that recommendations for this area are being provided in conjunction with the portal design by Geo Hydro Consulting and will rot be discussed further. Within the section of roadway on the steep slope separating the upper and lower portions of the site, considerable cut into the hillside is anticipated. Cursory inspection of the slope indicates a shallow soil depth overlying hard sandstone assumed to be similar to that exposed in the overhang near the Bear Mine. bb exploratory drilling was performed in this section due to inaccessibility. The