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GEOTECHNICAL ENGINEERING STUDY <br /> � 1920 G�and <br /> c/o Stuchell Enterprises :-9466 <br /> December 21, 2000 Page 7 <br /> . Permanent cut �nd fiil slopes should be inclined nc steeper than 2H:1 V. Cut slopes <br /> should be observed by ECI during excavation to verify that conditions are as anticipated. <br /> ! Supplementary recommendations can then be developed, if needed, to improve stability, <br /> � including flattening of slopes or installation of surtace or subsurfece drains. In any case, <br /> water should not be allowed to flow uncontrolled over the top o` siopes. <br /> Permanently exposed slopes should be seeded with an appropriate species of vegetation <br /> to reduce erosion and improve stability of the suriiciai layer of soi;. <br /> Foundations <br /> Based on the results of our study, it is our opinion the proposed building may be <br /> supported on a combination of conventional spread and continuous footing foundations <br /> bearing on the competent native soil and drilled piers embedded in the very dense sand <br /> and gravel underlying the site. The building should be supported on the drilled pier <br /> foundations within fifteen feet of the top of the slope to prevent loading the top of the <br /> � slope. <br /> Conventional Foundations <br /> For frost protection considerations, exterior foundation elements should be placed at a <br /> minimum depth of eighteen (18) inches below final exterior grade. Interior spread <br /> foundations can be placed at a minimum depth of twelve (12) inches below the top of <br /> � slab, except in unheated areas, where interior foundation elements shouid be founded at <br /> a minimum depth of eighteen (18) inches. <br /> With foundation support obtained as described, for design, an allowabie bearing capacity <br /> � of four thousand (4,000) for the very dense native soils and two thousand five hundred <br /> � (2,500) pounds per square foot (psf) for structural fili can be used. Continuous and <br /> individual spread footings should have minimum widths of eighteen (18) and twenty-four <br /> �� (24) inches, respectively. Loading of this magnitude would be provided with a theoretical <br /> E' factor-of-safety in excess of three against actual shear failure. For short-term dynamic <br /> �, loading conditions, a one-third increase in the above allowable bearing capacities can be <br /> used. <br /> ` <br /> ( e.�n,ca,.�,iw,c�. i��. � <br /> s. 2 <br /> ` <br />