9300 W MALL DR 2018-01-01 MF Import

G & M Inveatments November 11, 1993 P-3161 Page 5 purposea, we suggest a contingency be placed in the budgPt for a 1-foot-thick drai:iage mat iinder the slab along with drains placed 30 feet ��n center, This would resulc in at leaet one drain through t:he center of the garage floor along with cross- drains. The excavated soils are likely to be wet and above �ptimum moisture content. We recommend not using the on-aite soils as structural fill or as basement reta..ning wall backfill. CONVENTIONAL FOUNDATIONS The proposed development can be supported on conventional continuous and apread footings bearing on undisturbed, medium-dense to dense glacial till or on structural fill placed above these competent native soils. See the later sub-section entitled GENERAL EARTHWORK AND STRUCTURAL FILL for recommendatiot;a regarding structural fill placement and compaction beneath structures. Continuous and individual spread footings should have minimum widths of sixteen (16) and twenty-four (24) inches, respEctively, and ahould ba bottomed at least eighteen (18) inchea below the lowest adjacant fi.nieh ground aurface. The footing subgrade must ba cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Footinc�s bearing on the medium-dense weathered glacial till or structural fill may be designed for an allowable soil bearing pressure of three thousand (3000) pounds per square foot (psf). Footinga bearing on the dense glacial till soils may be designed for an allowable soil bearing pressure of sia. thousand (6000) pounds per square foot ,psf). A one-third increase in this design bearing pressure may be uaed when considering short-term wind or seismic loads. For thr; above design criteria, it is anticipated that toi:ai post- construction sett.lement of footings founded on competent, native soils or on structural fill up to five (5) feet in thickness will be about one-half inch, with differential settlements on the order of less than one-half inch. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the bearing soils, or by passive earth �ressure acting on the vertical, embedded portions of the foundations. For the latter condition, the GEOTECH CONSULTANTS, INC.