9001 AIRPORT RD Geotech Report 2018-01-02 MF Import

i + Subsurface Ecplonuion, Ceo(ogic Hazard, and IPreliminary Ge��echrtical Engineesing Repon Sno-lsle Skitls CeNer Addition proje�t nnd Site Conditians Everen, Washingron I AQpendix are based on the field logs, drilling action, and observation of the samples secured. I Dismrbed, but representa6ve samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Sociery for Testing and Matoutsided�M�eD 1586. This test and sampling meihod consists of driving a standud, 2-inch, split-barrel sampler a distance of 18 inches ini� the soil with a 140-pound hammer free-falling ia distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is know� as tt+e Siandatd I Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the numbar of blows for the corresponding uumber of inches of penetration. The resistance, or N-value, provides a measure of the relative densiry of � granulaz soils or the relative consistency of cohesive soils; ti�ese values are plotted on the I attached exploration boring logs. The samples obtain� from the split-burel sampler were classified in the field and representative portions placed in watertight containers. The sampl�as uecessaz transported to our laboratory for further visual classification and laboratory testing, Y� 4.0 SUBSURFACE CONDITIONS S�bsurface conditions at the project site were inferred from the field expiorations accomplished for this study, visual reconnaissance of t6e site, and review of applicable geologic literature. As shown on the boring logs, the extp�l IIr hoc��e�r o gloose t med um dense fill�. B neath the 4 inches of asphalt concrete overlying Ifill, we encountered medium dense grading to ve ry dense gravelly silty sand interpreted as fromethe shallowest (younge) �o�deepe s(o dest)sed'n tutypes ace information organized 4 1 StratiRra�hy I Fill � Fill soils (those not natuzaily placed) were encountered in all of the explorations. The fill � generally consisted of aggregate base underlying pa�etnent sections or gravelly silry sand used to achieve grades when the site was originally graded. The fill ranged in thicicness from 4 inches to 5 feet. As noted on the exploration logs, the fill consisted of loose to medium dease, moist, brown, silry sand or aggtegate base �ourse below pavemen: sections. These materials appeaz ro vary in both qualiry and depch acrass the site. Since the qualitY, thi°I�ess, and compaction of the fill materials is low or vaziable, the fill is unsuitab(e for d'uect support of foundatioas or new pavement sections without remedial densification. ASSOCU7ED EA�1N SCIEN�E$ lNC. Iwie ]1, 2008 Page 3 �' ��M-EE080113A5-ProJeAs11�0�71i3��