1920 GRAND AVE 2016-01-01 MF Import

_ .. .. . .. �._.,.,. GEOTECHNICAL ENGINEERING STUDY 1920 Grand c/o Stuchell Enterprises E-9466 December 21, 2000 Page 8 With structural loading as expected, total setti=ment in tne range of one inch is anticipated with differentiai movement o` about one-haif inch. Most of the anticipated settlements shouid occur during construction as dead loads are applied. Horizontal loads can be resisted by friction between the base of the foundation and the supporting soii and by passive soil pressure acting on the face of the buried portion of the foundation. For the latter, the foundation must be pourec "neat" against the competent native soils or backfiiled with structural fill. For frictiona! c2�a�it��, a coefficient of .40 can be used. For passive earth pressure, the ava�fabie resistance can be computed using an equivalent fluid pressure of three hundred fifty (350) pounds per cubic foot (pcf). These iateral resistance values are allowable values, a factor-of-safety of 1 .5 has been included. As movement of the foundation element is required to mobilize full passive resistance, the passive resistance should be neglected if such movement is not acceptable. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. Drilled Piers The foundations within fifteen feet of the top of the slope should be supported on driiled piers. We anticipate drilled piers can be drilled using open hole methods, however the contractor should be prepared to case the holes if caving occurs. Sixteen-inch diameter drilied piers extending a minimum of twenty feet belcw the bottom of the basement level may be designed for an ailowable axial capacity of twenty (20) tons per pier. The piers should be spaced no further than ten feet apart. The piers may be designed for a lateral capacity of five tons and an uplift capacity of ten tons. For short-term dynamic Ieading conditions, a one-third increase in the above allowable capacities can be used. Settlement of the piers is expected to be on the order of one half inch. The drilled piers should be installed under full time observation of a representative of ECI. ErM Cunw�lonn, Inc. /I(y� ��y