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1 <br /> ' Preliminary Geotechnical Report <br /> Seaway Center Lot 3C <br /> ' 23rd Drive West and 60th Street NW <br /> Everett, Washington <br /> 1.0 PROJECT DESCRIPTION <br /> The proposed project is a commercial development that will include construction of two buildings with <br /> associated parking and driveway areas. Building plans are currently not available; however, information <br /> provided to us by PacLand on August 27, 2007, indicates that the northern and southern buildings will be 47,842 <br /> and 50,953 square feet in area, with finished floor elevations at Elev.463.75 and Elev. 467.95, respectively. We <br /> anticipate that the buildings will be constructed using reinforced precast concrete tilt-up wall panels, a framed <br /> ' roof, and a concrete slab-on-grade floor. Based on our experience with similar projects, we expect structural <br /> loads to be about 75 to 100 kips for isolated columns, and 4 to 6 kips per foot for continuous perimeter bearing <br /> waIls. A driveway between the two buildings will access dock-high loading areas. Both buildings are shown <br /> ' setback at least 50 feet from the top of a steep east-facing slope. <br /> Site improvements between the buildings and the top of the steep slope include paved parking and driveway <br /> ' areas. The information provided to us indicates portions of the eastern side of the parking area will be <br /> constructed on fill supported by rockeries. The maximum height of the rockeries will generally be less than 5 <br /> feet; however,short segments adjacent the northeastern corner of the parking Iot will have a maximum height of <br /> about 7 to 8.5 feet. These improvements are shown setback at least 25 feet from the top of the steep-slope. <br /> We understand that site stormwater will be connected to an existing storm sewer system constructed between the <br /> top of the steep slope and the eastern side of the buildings. We understand that the storm system discharges to an <br /> existing off-site detention facility located several hundred feet north of the site. <br /> ' The recommendations contained in the following sections of this report are based upon our understanding of <br /> these design features. If actual features vary or changes are made, we should review them in order to modify our <br /> recommendations, as required. We should review final design drawings and specifications to verify that our <br /> ' recommendations have been properly interpreted and incorporated into project design. <br /> ' 2.0 SCOPE OF WORK <br /> ' Our scope of work included subsurface exploration and a visual reconnaissance of the site. Our subsurface <br /> exploration of the site includes excavation of 6 test pits for a previous study performed in May 2006 and 4 test <br /> pits excavated on September 7, 2007. The test pits were excavated to maximum depths of about 8 to 13 feet <br /> below existing surface grades using a track-mounted excavator subcontracted by our firm. Using the information <br /> obtained from our site explorations, we developed geotechnical recommendations for project design and <br /> construction. <br /> 1 <br />