4933 GLENWOOD AVE 2016-01-01 MF Import

� Jordan Construction � JN 00284 July 25, 2000 Page 2 construction, anticipated subsurface conditions and those encountered during exp;eration, and the scope of work outlined in our proposal. The test pits were excavated on July 18, 2000 with a rubber-tired backhoe. A geotechnical engineEr from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this repoR as Piates 3 and 4. Soil Conditions The two test pits encountered topsoil and fill to a depth of 3 feet. Underiying the fill is an old topsoil layer, overlying a layer of weathered slightly silty, gravelly sand. Underiying the weathered material is dense, glacially deposited, graveily, silty sand (glacial till). These dense soils were observed to be approximately 6 to 7 feet below the existing grade. The sacond test pit encountered a portion of the drain field for the septic system. Fill materiai and drainage rock was noted as deep as 4 feet below grade. Groundwater Conditions No groundwater seepage was observed during the excavations. The test pits were left open for only a short time period. Therefore, the lack of groundwater seepage leveis on the logs may not represent the lack of transient water seepage or the lack of a static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall a.id other factors. We anticipate that groundwater could be found in more permeabie soil layers and pockets within the till and between the near-surface weathered soil and the underlying denser glacial tiil. The final logs represent our interpretations of the field logs. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actuai transition between soii types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide soecific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. CONCLUSIONS AND RECOMMENDATIONS GENERAL The test pits encounte- i dense glacial till approximately 6 to 7 feet below the existing grade. Weathered soils and ' derlie the dense soils. The footings should be founded below the organics in the wealhered glacial till soils. The exact depth will depend on conditions observed in the excavation as the transition from to loose to dense soils is gradual. We anticipate excavation depths on the order of 4 to 5 feet, although in wet weather it may be necessary to excavate to • � ��/�`�% GEOTECH CONSULTANTS, INC. �