1934 GRAND AVE 2016-01-01 MF Import

,' 1 MW C� Pe�o� JN 95068 February 20, 1995 Page 4 We recommend erecting a construction tence at the crest of the slope to prevent disturbance on the steep bank during clearing, toundation construction, and earthwork. If the vegetation Is mainta�ned, the impact of this project on the stability of the slope should be negligible. No soil or debris should be placed on the slope, or between the structure and the slope's crest. Water trom downspouts or impervious surfaces should not be discharged onto the steep slope or near its crest. It would be preferable to discharge this water to either a storm sewer or?he base of the slope. A representative of Geotech Consultants, Inc. should observe the footing excavations and drilled pier installation. ['o�ntlonel Foyndallons Portions oi the structure located more than 15 feet trom the steep slope can be supported on conventionel footings bea�ing directly on medium-dense to dense, native soils. Continu- ous and isolated footings should have minimum widths of 12 inches and 16 inches, respec- tively. The footing subgrade must be 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. If overexcavation is necessary to extend through any loose native or fill soils, the overexcavation can be filled with compacted crushed rock or lean cencrete. If crushed rodc is used, the overexcavation should be as wide as the footing width plus the depth of overexcavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf). A one-third increase in this design bearfng pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post-construction settle- ment of footings tounded on competent, native soils will be about one-haH inch. Lateral loads due to wind or seismic forces may be resistsd by friction between the founda- tions and the bearing soils. We recommend using an allowable coefticient of friction equal to 0.30 for the toundation's resistance to lateral loading. Drilled Goncrete Piers Drilled, concrete-filled piers should be used to support the structure within 15 teet of the steep slope. Based on our prevlous test pit findings and installation of adjacent foundation pfers, it appears that the piers can be constructed by open hole methods. These piers should be drilled with convenilonal auger drills, but the drilling co�tractor should have GiiO'I71CII CONSUI:I'AN'IS.IN('.