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GEOTECHNICAL ENGINEERING STUDY <br /> Wlr. Arthur Skotdal E-6225 <br /> , c/o Dykeman Architects Page 7 <br /> July 27, 1993 <br /> � <br /> � Footings founded on the competent native soil may be designed using an a�lowable <br /> bearing capacity of ten thousand (10,000) pounds per square foot (psf). Footings founded <br /> on structural fill may be designed using an allowable bearing capacity of twenty-five <br /> hundred (2,500) psf. Continuous and individual spread footings should have minimum <br /> J widths of eighteen (181 and twenty-four (24) inches, respectively. Loading of this <br /> magr�itude would have a theoretical factor of safety in excess of three against shear <br /> -i (bearing capacity) failure. WitM structural. loading as expected, total settiement of <br /> approximately one inch is expected with differential settlements of approximately one-half <br /> inch. Most of the anticipated settlements should occur during construction as dead loads <br /> -� are applied. A one-third increase in the above allowable soil-bearing pressures can be used <br /> when considering short-term transitoiy wind or seismic loads. <br /> �' Lateral loads can be resisted by frictior,� between the foundation and the supporting native <br /> or compacted fill subgrade or by passive earth pressure acting on the buried portions of <br /> the foundations. For the latter,the foundations must b�s poured "neat" against the existing <br /> ` soil or backfilied with a compacted fill meeting the requirements of structural fill. For <br /> frictional capacity, a coefficient of 0.40 can be used. For passive earth pressure, the <br /> available resfstance can be computed us�ng an equivalent fluid pressure of four hundred <br /> � (400) pcf. A factor of safety of 1.5 has been included in the lateral resistance values. As <br /> movement of the foundation element is r�squired to mobilize full passive resistance, <br /> passive resistance should be neglected if such movement is not acceptable. <br /> •-I All footing excavations should be examined by a representative of ECI, prior to plaring <br /> � forms or rebar, to verify that conditions are as anticipated in this report. <br /> Slab-on-(irode Floors <br /> I Slab-on-grade floors may be supponed above the dense native soil subgrsde exposed a�,her <br /> excavation or on structural fill. Should loose s��il be present at the slab subgrade elevatioz�, <br /> � it should be compacted to the requirements af structural fill. Any disturbed subgrade soil <br /> must either be removed and re-compacted or replaced with structural fiil. <br /> 1 Slab-on-grade floors should be designed by the structural engineer based on the <br /> anticipated loading and the subgrade suppurt characteristics. A modulus of vertical <br /> subgrade reaction of two hundred (200) pounds per cubic inch (pci) by be used for desiyn. <br /> I <br /> I <br /> Earth Consultants, Inc. <br /> I <br />