1809 HOLBROOK AVE 2018-01-02 MF Import

GEOTECHNICAL ENGINEERING STUDY Proposed Sharma Residence 18xx Holbrook Avenue Everett, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Sharma residence to be constructed in Everett, Washington. The Vicinity Map, Plate 1, illustrates the general location of the site. We were provided with a preliminary site plan which included topographic information but not finished grades of the proposed building or of the ground around the house. We understand that development of the subject site will include a single-family residence which will be located on the south-central portion of the property. We understand that a rockery will be built on the western side of the property. Other building details were not available to us at the time this report was prepared. SITE CONDITIONS Surface The rectangular subject site, which totals approximately 9,000 square feet, is located on the northern side of Holbrook Avenue in Everett, Washington. The site, which is undeveloped and currently covered with thick blackberry bushes, slopes towards the northeast. The slope is moderate on its southern, upslope side, and becomes steeper towards the northeast corner of the property. There is an approximately 35 foot elevation change over the length of the property, including 25 feet of elevation loss in the proposed house footprint. No signs of slope instability were observed during our site visit. The general area is characterized by residential development; single-family residences occupy neighboring properties to the north and east. A vacant lot is adjacent to the west, and Holbrook Avenue borders the site's southern side. Subsurface The subsurface conditions were explored by excavating three test pits at the approximate locations shown on I. ie Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, c.nticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on February 11, 1999 with a trackhoe. A geotechnical engineer from our staff observed the excavation process, logged the lest pits, and obt-' 'ed representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. The test pits encountered 1.5 to 3 feet of loose topsoil and weathered, silty sand overlying medium - dense to dense, silty sand. The native sand became more dense and less silty with depth. Dense to very dense, silty sand was encountered to the maximum explored depth of 11 feet. GEOTECH CONSULTANTS, INC. /16