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A. M. ENGINEERING AND TESTING, INC. Geotechnical Eoration Indian River County Parks Maintenance Complex, IRC rojectxplNo- 0710 A. M. Engineering Project No. PSL 1825- 1 The CPT soundings and the HCP readings in A13 - 11 indicated uniform soil conditions below the Proposed structures. A summary of the data from the CPT soundings is presented in Table 1 . TABLE 1 : SUMMARY OF CPT DATA M- t RLooseto ion 0 - 2to loose 2 - 4m 4 - 8to loose ium dense m FOUNDATION RECOMMENDATIONS The foundation recommendations presented in this section arecontingent on the proper ;. pr- of-the _site. a& contingent Preparation_Recommendations is section of this report, and on the maximum foundation loads stated in the Project Information section is this report. of After the project site has been prepared per the recommendation of this report, the proposed structures can be supported on conventional shallow spread footings or thickened edge monolithic slabs . The footings can be proportioned using a maximum net soil bearing pressure of 2 ,500 pounds per square foot (psf) . Although computed footing dimensions may be less, we recommend minimum widths of 16 inches for strip footings and 24 inches for square footings. Y The bottom of the footings should bear at least one foot below the adjacent exterior grade. After the footings have been excavated, a representative of A . M. Engineering and Testing, Inc. should evaluate the bottom of the footings with respect to the boring data and assess if a suitable bearing layer is present. Our representative should perform density tests to confirm that the density of the upper foot of soil in the bottom of the footings is at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557). If the soil in the bottom of the footings € is loosened during excavation or`'if the footings are over-excavated and then backfilled to design grade, the footing subgrade should be compacted with a vibratory plate compactor until the required density is attained. t For the loads indicated in the Project Information section, we anticipate that the total settlement will be less than 1 inch, and the differential settlement between adjacent similarly loaded footings will be on the order of %: inch . Because of the granular nature of the subsurface soils , the majority of the settlement due to the dead loads should occur during construction ; post- construction settlement should be minimal . l 4 j } I a E