6101 23RD DR W NORPRO Geotech Report 2025-07-29

I I Geotechnical Report I Norpro Building B XXXX 23rd Drive West Everett, Washington I1.0 PROJECT DESCRIPTION I We understand the project will consist of constructing an approximately 34,100 square-foot warehouse building along with associated utilities and pavements. A preliminary civil plan by PACLAND, dated February 24,2011 indicates that the building will occupy the central majority of the parcel. The building will have dock-high loading areas on its east side with paved access lanes along its southern side with surface parking to the west. I The main access will be gained off of 23rd Drive West from the existing access for Norpro Building A along the southern boundary of the site. 111 We understand that the building will be a tilt-up precast concrete wall panel structure with foundations consisting of continuous perimeter footings and isolated interior spread footings. Floors will likely be constructed at grade Iand at dock-high elevation on the east end of the structure. For structures of this nature, we expect load bearing walls will carry 4 to 6 kips per lineal foot and isolated spread footings will carry loads fewer than 100 kips. A planned finish floor elevation of 484 feet is shown on the preliminary plan. With current site grades a maximum fill of approximately 6 feet and cut of approximately 10 to 12 feet will be required to establish bottom of footing elevations. A retaining wall is planned to face a near-vertical cut along the eastern property line. IBased on the plan, the retaining wall will vary from less than one-foot to a maximum of approximately 7.5 feet. A second retaining wall is planned to face a near-vertical fill with a maximum height of four feet in the I northwestern margin of the site. Sloping embankments will be created to accommodate grade transitions along the south,west,and north property boundaries. I Development stormwater will be collected and routed to an eight-foot diameter, below-grade, stormwater detention vault in the sites northeast quadrant. Stormwater will then be directed for discharge to existing stormwater ponds north of the development area. .1 The recommendations contained in the following sections of this report are based on our understanding of these design features. If actual features vary or changes are made, we should review them in order to modify our 1 recommendations, as required. We should review final design drawings and specifications to verify that our recommendations have been properly interpreted and incorporated into project design. 2.0 SCOPE OF WORK Our work was completed in accordance with our authorized proposal dated May 17, 2011. Accordingly, on May 1 25, 2011, we observed the excavation of 4 test pits to a maximum depth of 12 feet below existing surface grades. In February 2007, we explored subsurface conditions on the property for preparation of a geoteelmical report for design and construction of the existing TOC building to the immediate north. Two of the test pits from those Iefforts are located within the project site and will be used to supplement our most recent exploration. Using the information obtained from each of our subsurface explorations, document review, and laboratory testing, we performed analyses to develop geotechnical recommendations for development at the site. I