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tJa6.\)n~v'ide Insuranc~ - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 Page 7 The GPR profiles generally appear show that the site is covered by sandy soils extending to depths of approximately 3 to 4 feet and are underlain by clayey soils. The reflections from the clayey soil stratum were fairly level to slightly undulating and continuous across the site. The overall depth of the GPR penetration was generally limited to less than 10 feet due to the attenuation of the signal in the clayey soils. There were no subsurface features observed in the GPR profiles within the area and depth of the study that were interpreted to represent possible sinkhole related features. There were a few near surface high amplitude reflections or high amplitude reflections with a slightly hyperbolic shape seen in some of the profiles that in our experience are consistent with buried utilities, buried tree stumps or some type of near surface debris. A few examples of the GPR profiles were annotated, and included in this report. The reader is referred to the site schematic (Figure 2) for the locations of the individual transect lines and any subsurface anomalies (shaded areas) that may have been identified. Geotechnical Test Methods The deep borings were completed using sampling intervals more frequent than those required by ASTM Specifications, D-1586, describing the Standard Penetration Test or "split-spoon" method of sampling. The penetration resistance testing and sample taking were accomplished with the use of a 2" a.D. sampler seated six inches into the bottom of the borehole and advanced an additional foot under the effort of a 140-pound hammer falling freely thirty inches. The number of blows required of the hammer to advance the sampler one foot into undisturbed material was noted as the blow count (N) of that particular stratum. Portions of each soil sample so taken, were classified, sealed in moisture-proof containers and returned to our laboratories for verification of field classification. Borings were advanced using a rotary drill rig, utilizing are-circulating attapulgite or bentonite drill fluid to maintain the borehole in non-cohesive soils and to remove cuttings created by the drill bit. Upon completion, the deep borings were grouted/sealed closed in accordance with water management district guidelines. The hand auger borings were completed using a bucket type of auger that allows samples to be taken and visually classified at approximately six-inch increments. Static hand cone penetrometer data was also gathered from the hand auger borings and below the foundation in the test pit excavations at I-foot intervals. The penetrometer consists of a measuring instrument, a probing rod and a cone tip. The penetrometer is pushed perpendicular into the soil at a constant speed of approximately 2 centimeters per second by applying equal pressure on both grips. The resistance measured by the cone is read on a pressure gauge at the surface with the maximum resistance being recorded by a dragging pointer. No direct correlation between penetration resistance and "N" value can be made, however, a Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762