9001 AIRPORT RD SNO ISLE SKILL CTR EXPANSION 2009 Geotech Report 2018-01-02 MF Import

i � Subsurjace Faploration, Geobgic Harard, md SYw-/s!e SkilLr Centtr Addition Preliminnry Geotechnical Enginetring Rtpon Eventt, Washington Project and Sitt Condirions IAppendix are based on the field logs, drilling action, and observation of the samples secured. Disturbed, but representative samples were obtained by using the Standud Penetration Test I (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standazd, 2-inch, outsidediameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling I a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and t6e number of blows required to drive the saznpler the final 12 inches is known as the Standard 1 Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch intervai, the blow count is recorded as the number of blows for the conespunding number of inches of penevation. The resistance, or N-value, provides a measure of the relative density of � granulaz soils or the relative consistency of cohesive soils; these values aze plotted on the attac6ed exploration boring logs. I The samples obtained from the split-bazrel sampler were classified in the field and representadve portions placed in watertight containers. The samples were then transported to our laboratory for fiuther visual classification aad laboratory testing, as necessary. � 4.0 SUBSURFACE CONDITIONS ISubsurface conditions at the project site were infened from the field explorations accomplished � for this study, visual reconnaissance of the site, and review of applicable geologic literature. As shown on the boring logs, the exploration boriugs generally encountered between 2 and 4 inches of asphalt concrete overlying thin horizons of loose to medium dense fill. Beneat6 the 1 fill, we encountered medium dense grading to very dense gravelly silry sand inurpreted as � lodgement till. The following section presents more detailed subsurface informatinn organized from the shallowest (youngest)to the deepest (oldest) sediment rypes. I4.1 Suatigraphy IFil[ 1 Fill soils (those not naturally placed) were encountered in all of the explorations. T6e fill generally consisted oF aggregate base underlying pavement sections or gravelly silty sand used to achieve grades when the site was originally graded. The fill ranged in tlriclmess from I 4 inches to 5 feet. As noted on the exploration logs, t6e fill consisted of loose to medium dense, moist, brown, silty sand or aggregate base course below pavement sections. These materials appeaz to vary in both quality and depth across the site. Since the qualiry, tLickness, I and compaction of the fill materials is low or vaziable, the fill is unsuitable for d'uect support of foundations or new pavement sections without remedial densification. 1 lune 11, Z(A�8 ASSOClATED EARTH SCI£NCEpS�,,I.NC. � iEG/W-fE0B011iA5-Projeaai70(N01131EEINP `.�C 3 \(7