1505 SE EVERETT MALL WAY Geotech Report 2018-01-02 MF Import

� dar9Aausen tonsultin9 Enylneers. Ir,c. �28 October 1985 4 �T� Paye 2 Dasin on the west side of the site. Ne understand the as-bu11t elevatlon of the catch basin lid is 613.55 feet. On the south slde of the building pad� water and sanitary sewer stubs Nere installed. terminating at the building pad. The southern halY of the asphalt-paved entrance roadway occupied the north and northeast edges of the parcel. � We visited the site on the afternoon of 23 October 1985. The surface of the site soils was fairly irregular. with mounds of fill roughly 1 foot high observed on the west side of the building pad areas. Hand-probing with a 1/2 'inch diameter steel rod across the site disclosed very loose to loose 9lacial tiil fill material whiih had apparently become water-softened. The thickness of the lamse � fill probed was roughly 1 to 2 feet. Shallow hand-dug excavations were �de on 28 October 1985 which verified these depths, encountering dense t� very den�se glacial till below the water-softened fill. Based upon our observations made during the mass grading of the site. the soils at depth are adequate for fcundation support� in accordance ►+ith the recommendations made in our�original report for the Everett Mall Plaza. W-4065 dated 13 Septembzr 1S$3. Based upon our understanding of subsequent earthwork activities� no disturbance has occurred to the original subgrade. with the exception of plau:ment of fill aithin the buildi�g pad footprint itself. � Surrounding the b�ilding� the abovementioned utility lines had been installed and � backfilled, `however we have no record of density tests, taken during filling. �i Based upon our hand-probing across the site� the upper l to 2 feet of fill soils ' placed subseque�tly do not appear adequate for support of foundation or floor loads. In addition, the upper about 1 foot of fill material within the surroundin� pa�king and driveway areas was also inadequate. We would therefore � d and re laced with a properly compacted recemne nd that the fill so i� s be remove P structural fil'I in accordance with recortunendations in our oriyinal report. If Lhe onsite fills could be adequately dried, they could be placed ayain as compacted structural fill. We estimate that fill thicknesses beneath the building pad ranyed from 0 to 1 foot on the east side to 1 to 2 feet on the west sfde. Mounds of fi11 on the west side may be as much as three feet in thickness