7000 HARDESON RD 2018-01-02 MF Import

IAPPENDIX A FIELD EXPLORATION The field exploration program conducted for this study consisted of drilling a number of borings. The approximate exploration locations are illustrated on the Site and Exploration Plan, Figure 2 and 3. The exploration locations were obtained in the field by hand held compass and pacing from approximate site boundaries. The locations of the explorations should be considered as accurate to the degree implied by the method used. Sixteen borings were drilled between 23 and 29 February 1996, with a track -mounted drill rig 1 provided by a local drilling contractor. Each boring was continuously logged and observed by one of our experienced geologists. In -situ strength and quality attributes of materials encountered in the borings were estimated by our field observer based on experience with similar soils and on the difficulty incurred during boring. Samples of the soils in the borings were retrieved, classified in the field, and transported in plastic containers to our laboratory for further evaluation and classification. The depths shown on the boring logs are approximate. The boring logs are presented in this appendix and are based on the inspection of the samples secured and the field logs. Drilling was performed using hollow -stem auger technique, and samples were obtained using the Standard Penetration Test procedure, as described in ASTM:D 1586. The Standard Penetration Test procedure and sampling method consists of driving a standard 2-inch outside ' diameter split spoon barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded. The number of blows required to drive the sampler the final 12 inches is considered 1 the Standard Penetration Resistance ('N') or blow count. The blow count is presented graphically on the boring logs attached with this letter report. If a total of 50 blows is recorded within one 6-inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance or N value provides a measure of the relative density of granular soils or the relative consistency of cohesive soils. In addition, 12 test pits were excavated on 29 February 1996, with a track -mounted excavator by a local excavating contractor. Each test pit was continuously logged and observed by one of our experienced engineering geologist/geotechnical engineers. In -situ strength and quality attributes of materials encountered in the test pits were estimated by our field observer based on experience with similar soils and on the difficulty. incurred during excavation. Disturbed, by representative, samples of the soils in the test pits were retrieved, classified in the field, and transported in plastic containers to our laboratory fcr further evaluation and classification. The depths shown on the test pit logs are approximate. The test pit logs are presented in this appendix and are based on the inspection of the samples secured and the field logs. I . ■