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<br />n <br />-L-; <br /> <br />n <br /> <br />u <br /> <br />n <br /> <br />LJ <br /> <br />n <br /> <br />u <br /> <br />n <br /> <br />u <br /> <br />() <br /> <br />LJ <br /> <br />Laboratory Testing and Analysis <br /> <br />A representative soil sample was collected during the fieldwork and returned to the laboratory for <br />testing. Specifically, one natural water content and one organic content test were performed on <br />the dark brown fibrous peat and sand material encountered in boring B-1 from approximately <br />four to nine feet. The natural water content was determined to be 144 percent. This indicates <br />that the soils are highly compressible. The organic content test revealed approximately 58 <br />percent of the soil is made up of organic material. This indicates that over one half of the <br />material will naturally breakdown and decay over time. In general, fill placed beneath buildings <br />and roadways should not have more than three to five percent organic material. <br /> <br />Groundwater <br /> <br />n <br />LJ The groundwater level was measured at the boring locations at the time of drilJing. The <br />groundwater level was encountered at an approximate depth of four feet below the existing <br />n ground surface. Fluctuation in the observed groundwater levels should be expected due to tidal <br />L.J influences, seasonal climatic changes, construction activity, and other site-specific factors. <br /> <br />L-i <br /> <br />(\ ANALYSIS AND RECOMMENDA nONS <br /> <br />n <br />LJ <br /> <br />n <br />LJ <br /> <br />n <br /> <br />LJ <br /> <br />f1 <br /> <br />LJ <br /> <br />n <br /> <br />u <br /> <br />n <br />LJ <br /> <br />r <br /> <br />LJ <br /> <br />n <br /> <br />LJ <br /> <br />The borings performed for this project revealed that a stratum of compressible, organic soils exist <br />at this site at depths ranging from four feet to nine feet below the ground surface. Based on these <br />conditions, the use of conventional shallow footings over the existing soil profile would result in <br />excessive total and differential settlements of the proposed structure. Demucking was considered; <br />however, based on the depth and thickness of the organic material, this was determined not to be <br />economically feasible. Therefore, we recommend that the proposed gymnasium and other <br />structures be supported on a deep pile foundation system. Once plans are more finalized for the <br />proposed construction, we should review the plans to determine whether additional details or <br />changes to our recommendations are warranted. <br /> <br />Two types of pile foundations are typically used in this area; driven, precast concrete piles and <br />augercast (cast-in-place) piles. Due to the vibrations transmitted during the installation of driven <br />piles, we recommend that an augercast pile foundation system be used to support the proposed <br />structure. If vibrations are considered tolerable, driven, precast concrete pile design criteria can <br />be provided. We anticipate that individual compressive pile capacities on the order of 40 tons <br />will be needed to provide an efficient foundation system. <br /> <br />n <br />l.J <br />@NUTTING <br />C~ ENGI~~:~~NC. <br /> <br />ESTABLISHED IlIS7 <br /> <br />4 <br />