1110 RAINIER AVE A DOMESTIC VIOLENCE SERVICES OF SNO CO 2018-01-01 MF Import

r� ►� Everett No��singAuthority May 16, 'LOt 2 � JN 12080 Page 5 Depending on the final site grades, overexcavation may be required below the (oolings to expose competent native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavalion musl be at least as wide at the bottom as ihe sum of the deplh of the overexcavation and the footing v�idlh. For example, an overexcavation extending 2 feet below the bottom o( a 2-foot-witle footing must be at I�ast 4 feet wide at the base oi the excavation. Ii lean concrete is used, the overexcavation need only extend 6 inchos beyond the edges of lhe footing. An allo�.vable bearing pressure of 3,000 pounds per square fool (psf) is appropriale for footings supported on competent soil and/or structural fill as noted above. A one-third increase in this design bearing 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 settlement of footings founded on competent native soil, or on structural fill up to 5 feet in thlckness, �vill be about one inch, with differenlial settlements on the order of one-half inch in a distance of 50 feet along a continuous footing �vith a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condilion, the foundation must be either poured directly againsi relatively level, undisturbed soii or be surrounded by level, compad fill. If the ground in front of a(oundation is loose or sloping, the passive eartn pressure given above will not be appropriate. We recommend using the following uitimate values for the tcundation's resistance to lateral loading: Coefficient of Friclion 0.50 Passive Earth Pressure 300 pcf Whero: (1) pcf Is pounds per cubic loot, and (I1� passivo earth p�nssuro Is eomputed us(ng the equlva�ent IIuId densily. We recommend maintaining a safety (actor of at least 1.5 `or the foundation's resistance to 12teral Ioading, �vhen us�ng the above ultimate values. PlPE PILES Three-, 4- or G-inch-diameter pipe piles driven tvith a 800- or 1,100•pound hydraulic jac�chammer to the (ollovr.ng final peneL�ation rates may bc assi�ned lhe (ollo�vfng compressive cap3citi�s. _3 inches _ 1 ___ 10 sec'inch � n secl�nch n�a �__ 6 lon; ; v inches 15 seGinch � 10 seclinch 5 seclinch 10 tons � 6 inches n/a �� 20 seclinch �� 10 sec/inch �_ 20 tons Note: The refusal criteria indicated in the above table are valid only for pipe piles ihat are installed using a hydraulic impact hammer carried on leads that allow the hammer to sit on GEOT[CH COIJSULTANTS,iNC.