6605 HARDESON RD BASE FILE 2016-01-01 MF Import

GEOTECHNICAL ENGINEERING STUpY PROPOSED INDUSTRIAL FACILITY SEAWAY TRACT 3, LOT 2 HARDESON ROAD EVERETT, WASHINGTON E-3592-720 INTRODUGTION Sif'II5l51 This report presents the results of the geotochnical engineering study for the proposed Industrial Facility at Seaway Tract 3, Lot 2, east of Hardeson Road in Everett, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explare the subsurface conditions at the site, and based on the conditions encountered to provide specific geotechnical recommendations for the proposed development. ECI previously prepared a visual site reconnaissance for Seaway Tracts 1, 2 and 3 and a geotechnical engineering study for the existing King Extrusions building situated immediately north of the subject property. In addition, ECI drilled four borings in August of 1996 within Tract 3. The borings were drilled to a maximum depth of eighty (80) feet below existing grade at that time. Subsequent to the subsurface exploration, sand and gravel was mined from the site resulting in cuts of over seventy (70) vertical feet across the site. At the time our study was prepared, the site, the proposed building locations and our exploratory locations completed for this report were approximately as shown on Plate 2, Test Pit Location plan. Projsct Descriotion We understand it is planned to develop the site with two, single-story warehouses or light- manufacturing facilities. The proposed buildings will be located in the northern and southern portion of the site and will cover most of the subject lot. The proposed northern building (Building 2A) will have an approximate footprint of 124,200 square feet while the southern building (Building 2B) will be constructed 165 feet south of Buiiding 2A and will have an approximate footprint of 61500 square feet. The proposed buildings will be of concrete tilt-up panel construction with slab-on-grade floors. A dock-high loading area is planned for between the two buildings. Based on our experience with this type of construction, we anticipate wall loads will be on the order of four to six kips per lineal foot, column loads of eighty (80) to one hundred twenty (120) kips and slab-on-grade floor loads of about two hundred fifty (250) pounds per square foot. Building A will have a finished floor elevation of 524 while Building 2B will have a finished floor elevation of 525. In order to achieve construction subgrade elevations, we anticipate cuts of three to twelve (12) feet will be necessary in the central and southern portions of the site. A low area in the vicinity of Building 26 will need to be raised by ten to fifteen (15) feet. The buildings will be surrounded by asphalt paved parking and driveway areas. Vehicle traffic will likely consist of passenger vehicles and loaded semi-trailers.