4003 NASSAU PL 2016-01-01 MF Import

� Geotechnical Engincering Report Kvernmo Single-Famil}• Residencc ' 4003 Nassau Place, Everen September 17, 2002 NGA File No. 356102 ' Page 10 monitoring procedures would include the performance of a representative number of in-place density tests tto document the attainment of the desired degree of relative compaction. The area to receive structurel fill should be prepared as outlined in the Site Preparation rod Grading subsection of this report. � Sloping ground that will receive fill should be benched to key the fill into the slope. Ttie benches typically have a nominal width of approximately 8 feet, and are sepan,�ed vertically by about 3 feet � Materials: Imported structural fill should consist of a good quality, free-draining granuler soil, free of � organics and other deleterious material, and be well graded to a ma�cimum siu of about 3 inches. Imported, all-weather fill should contain no more than about five percent fines (soil finer than a U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). � � The on-site soils are not suitable for use as structural fill. We recommend that imported matorial be used for structural fill. VVe should be retained to evaluate proposed structural fill material prior to fill placement. [ Fill Placement: Following subgade preparation, placement of the structural fill may procxd. All backfilling should be accomplished in 8- to ] 0- inch thick uniform lifts. Each lift should be spread evenly � and be thoroughly compacted prior to placement of subsequent lifts. All sWctural fill in load bearing areu should bc compacted to a minimum of 95 percent of its maximum d.ry density. Fill in landscape � areas should be compacted to a minimum of 90 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as detertnined by the ASTM D 1557 Compaction Test � procedure. 'I'he moisture content of the soils to be compacted should be within about 2 percent of optimum so that a readily compactable condition exists. It may be necessary to overexcavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be ` accomplished by rquipment of a type and size sufficient to attain the desired degree of compaction. Pin Pile Design and Installation We recommend that the 4-inch pipe piles planned for residence support be driven using a tractor-mounted TB425 breaker hammer, with an energy rating of 1,100 foot-Ib. For this pile and hammer size, we recommend a design capacity of seven tons for each pile driven to refusal. The refusal criterion for this pile and hammer size is defined as less than one inch of movement during 20 seconds of continuous driving. We should be retained to review final plans and monitor pile installation and evaluate pile 'NELSON GEOTECHNICAL ASSOC/ATES, INC I t�