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SubsurJace Ezploration, Geologic Ha:ard, and <br />Bc(vedere l.o�s Easr Prelimiwry Geotechniml Engineering Repon <br />Everett, WashrnRtan Pre(iminarv DeriRn Remmmendati�ns <br />To estimate the lateral pile capacity, we have assumed that the soil arch wall piles will have a <br />diameter of 18 inches, and have modeled the applied lateral load using a flexible cap with �.^ <br />exposed heigh[ of 10 feet. Using these criteria and also assuming an allowable pile deflection <br />of 0.� inch, a lateral pile capacity of 8.5 tons may be applied at the pile cap. An allowable <br />vertical pile capacity of 30 wns, and an uplift resistance of 8 tons may be utilized for <br />foundation design. These values require a minimum embedment of 15 feet into the dense <br />bearing soils. The interior pipe piles should be designed to support the building foundation as <br />discussed in the previous section of this report. <br />Tablc 4 <br />Retained Soil Height vs. Distance from Top of Slope <br />12.0 LA7 GRAL V1'ALL PRESSURES <br />All backfill bchind walls or around foundation units outside of the possible landslide area <br />should bc placed as per our recommendatior.s for structural fill a.nd as deuribed in this section <br />of the rrport. Horizontally backfilled aaDs that are free to yield laterally at least 0.1 percent <br />of �hcir height (0.(Kll times the N•all heigh�) may be designed using an equivalent fluid equal to <br />35 pcf. Full�� restrained, horizontally bacl:filled rigid w�alls that cannot yield should be <br />designed for an equi��alent iluid of 50 pcL If roadways, driveways, parking azeas, or other <br />arcas subject to ��ehicular traffic are adjaceni to u�alls, a surcharge equivalent to 2 feet of soil <br />should be addcd to the wall height in determining lateral design forces. Walls that retain <br />sloping backfill at a maximum angle uf 21i:1V should be designed using an equivalent fluid <br />pressure of 55 pcf for yielding conditions or 75 pcf .'or fully restrained conditions. <br />The lateral pressures presented above are based on the conditions of a unifottn horizonic�l <br />backfill and backfill �vith a maximum slope angle of 2H:1V, and consisting of the on-siic, <br />natura! sedinirniti. ��r imPnricd sand and gra��el compac:ed ro 90 percent of .4STA1:D 1557. A <br />hichcr �lrrir: ��t ���nq"�,'i,m i� n,a ic:�,nun�•n�lr�i a� u�i�, .�ill in�rr:+�e thr ��rcssurc actine on <br />ih� ��:�II <br />Alar�l�S ',N1J �- ASSOC/A1EDFIRTNSC/E.�'CF.S.INC. <br />;�rw �r-���u�� r,,,�.,,�.r�,�uu'c�ur u:�. Yage 17 <br />