4935 GLENWOOD AVE 2016-01-01 MF Import

r Jordan Construction Juiy 25, 2000 JN 00284 Page 2 construction, anticipated subsurtace conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on �uly 18, 2000 with a rubber-tired backhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained iepresentative samples of the soil ercountered. "Grab" samples of selected subsurtace soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. Soil Conditions The two test pits encountered topsoil and fill to a depth of 3 feet. Underlying the fill is an old topsoil layer, overlying a layer of weathered slightly silty, gravelly sand. Underlying the weathered material is dense, glacially deposited, gravelly, silty sand (glacial till). These dense soils were observed to be approximately 6 to 7 feet below the existing grade. The second test pit encountered a portion of the drain field for the septic system. Fiil material ar�d drainage rock was noted as deep as 4 feet below grade. Groundwater Conditions No ;�roundwater seepage H�as observed during the excavations. The test pits were left open for only a short time period. Therefore, the lack of groundwater seepage levels 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 and other factors. We anticipate that groundwater could be found in more permeable soil layers and pockets within the till and between the near-surface weathered soil and the underlying denser glacial till. 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 actual transition between soil types may be gradual, and subsurtace conditions can vary between exploration locations. The logs provide specific 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 encountered dense glacial tiil approximately 6 to 7 feet below the existi�g grade. Weathered soils and fill overlie the dense soils. The footings should be founded below tne organics in the weathered 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. �/,�j