7100 HARDESON RD 2016-01-01 MF Import

GEOTECHNICAL ENGINEERING STUDY Proposed Community Tnnsit Administntive Buildiny Hardeson Road Everett, Washinpton This report presents the findings and recommendations of our geotechnical engineering study for the proposed Community Transit Administrative Ruilding to be located on Hardeson Road in Eve�ett, Washington. The site is located near Paine Field as illustrated on the Vicinity Map, Plate 1. No building plans were available at the time of exploration, however, we understand that the building will be a two-story, concrete, tilt-up structure with a slab-on-grade floor. Foundation loads are anticipated to be relatively moderate. Paved parking will be located south and east of the building. The plans fumished to us (Sheets A-1.0, A-1.1, A-1.2, and A-1.3) showed the aroposed buiiding footprint, property dimensions, and topographic infortnation. uAace The site is a portion of a old gravel borrow pit and is presentiy being used as parking. The asphait parking in the area of the proposed building is in relatively poor shape, indicating that subgrade conditions immediately below the pavement are relatively poor. The development site is bounded on the south and west sides by relatively steep siopes from the former gravel pit. Hardeson Road abuts the east side of the proposed devetopment. There is a community transit facility to the north of the subject site. The area around this building is concrete paved. SubsuAace For this study, the subsurface conditions were explored by drilling four test borings at the approximate locations shown on the Site F�cploration Plan, Plate 2. The fieid expioration program was based upon the proposed construction and required design criteria, the site topography and access, the subsurface conditions revealed during drilling, the scope of work ouUined in our proposal, and the time and budget constraints. We were provided with the results of previous explorations that have been conducted on, and adjacent to, the development site. The borings were drilled on July 29, 1997, using a truck-mounted, hollow-stem auger drill. Samples were taken at 5-foot intervals with a standard penetration sampler. This split-spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampier a given distance is an indication of the soil densiry or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 6. Test Borings 1 and 4 were drilled on the noRhwest and northeast building comers respectively. Boring 1 encountered relatively dense soils from the ground surtace, approbmately 13 feet of this aE07ECH CONSULTANCS, RJC.