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12/06/06 WED 18:01 FAX 727 867 9455 WillinghamCompanies ~006 $;I"!'<lr,.. "", ,1'- . .~, ZephyrhiUa ProfnaiolUl' Center Site Pasco County, Florida GDE Job No. 05-432 Page 2 Reviewed and visually classified the recovered soils in the laboratory using the Unified Soils Classification System. Developed the general ~joil stratigraphy over the site, Performed geotechnical engineering studies and analyses in order to develop geotechnical engineering recommendations for eac:h of the objectives previously discussed for the proposed project. Prepared a geotechnical report that summarizes the c:ourse of our study, the field and laboratory data generated, the subsurface conditions encountered, and our geotechnical engineering recommendations for the proposed project. Soli Survey Review . . . According to the U.S.D.A. "Soil Survey of Pasco County", the soil types present on the subject site are: . Arredondo fine Sand (#43) - Consists of slightly silty to silty/clayey sands to a depth of 80 inches, Historical seasonal high groundwater level of greater than 6 feet below natural grade. Hydrologic Group = A. USGS Topographic Map Review The USGS topographic survey was reviewed for the site. The sitei:; found on the Quadrangle map entitled Dade City, Florida. From this review, the site is estimated to occur at an approximate elevation of +95 feet National Geodetic Vertical Datum (NGVO) of 1929. SUBSURFACE EXPLORATION Field Exploration The procedures used by Ground Down Engineering, Inc. for field sampling and testing are in general accordance with industry standards of care and established geotel:hnical engineering practice. A member of our staff performed a brief site reconnaissance, noting pertinent site and topographic features as well as surface indicators of the site's geology. Our staff located the borings by estimating distances from existing features on site, based on an aerial photograph downloaded from the Pasco County Property Appraiser's website and a site plan provided by. Willingham Architecture, PA. Because of the methods used, the boring locations shown on the attached Boring Location Plan (Figure 2) should be considered approximate. Standard Penetration Test Borings The SPT borings were advanced by means of a truck-mounted drill rig employing wet rotary drilling techniques. The SPT borings were performed continuously in the, upper ten feet and at five-foot intervals thereafter. The soil samples were obtained at the depths where the SPT borings were performed, The soil samples were then classified in the field, placed in sealed containers, and returned to our laboratory for further evaluation by our project engineer. The SPT borings were performed in general compliance with standard field penetration test procedures, After drilling to the sampling depth and flushing the borehole, the standard two-inch 0.0. split-barrel sampler was seated by driving It six inches into the undisturbed soli, Then the sampler was driven an additional 12 inches by a 140-pound hammer falling 30 inches. The .number of blows required to produce the 12 inches of penetration is recorded as the sumdarcl penetration test value (N). These values are plotted on the left side of the Soil Profiles that appElar in the Appendix of this report. Sampling performed in the upper ten feet utilized a 24 inch long splitspoon, The sampler was driven 24 inches and the blows required to drive the sampler the middle six-inch increments were recorded as