2011-000 - Laserfiche WebLink

Home Browse Search

s, a >. Oslo Road Improvement Project Page 3 File No . 11 -5420 2 . 2 Field Permeability Tests Six field permeability tests were performed in the general vicinity of the proposed dry detention pond areas . The field permeability tests were performed by installing a solid-walled PVC casing snugly fit into a 3- inch diameter 5400t deep auger borehole . The bottom of the pipe was open and raised 1 foot above the bottom of the borehole . The bottom 1 foot of the borehole was gravel - ' packed . The pipe was then filled to the top with water. The tests were conducted as a "constant head" test by measuring the quantity of water added over a 20- minute time period to maintain the water level at the top of casing level . 2 . 3 Test Locations The locations of the auger borings and field permeability tests were determined in the field by estimating distances from existing site features as depicted on the "Oslo Road Improvements" sheets , which were prepared and provided by Indian River County. The station and offset of each boring and field permeability test presented on Figures 4 and 5 should be considered approximate and are in reference to the baseline of construction depicted on the provided roadway plan sheets. 2 . 4 Groundwater Measurements Where encountered , the groundwater level was measured in the boreholes after stabilization of the downhole water level . The measured groundwater levels are shown adjacent to the soil profiles on the Soil Boring Profiles sheets . As shown on Figures 4 and 5, groundwater was not encountered within the vertical reach of some of the borings on the date drilled . However, this does not necessarily mean that groundwater would not be encountered at these locations at some other time . Fluctuations in groundwater levels on this site should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted . Groundwater may also "perch" atop the shallow clayey soils during or immediately following periods of heavy or prolonged rainfall . 3 . 0 LABORATORY TESTING PROGRAM 3 . 1 Visual Examination and Classification Testing Our drillers observed the soil recovered from the auger, placed the recovered soil samples in moisture- proof containers , and maintained a log for each boring . The field soil boring logs and recovered soil samples were transported to our soils laboratory from the project site . Each soil sample was then visually classified by a geotechnical engineer in accordance with the American Association of State Highway and Transportation Officials (AASHTO ) Soil Classification System Y (ASTM D -3282) . In addition , particle size analysis (ASTM D422 ) , Atterberg limits (ASTM D -423/424) , moisture content (ASTM D -2216 ) and organic content (ASTM D-2974) tests were conducted on representative soil samples to aid in classification of the soils . The results of our tests are shown adjacent to the sample depth on the soil boring profiles presented on Figures 4 and 5 and are summarized on the Roadway Soil Survey sheet presented as Figure 6 . The resulting soil descriptions and the results of our tests are also summarized on Table 2 . Particle size analysis results are included in Appendix 111 . dC 4 7777 d S i