1310 SE EVERETT MALL WAY Geotech Report 2022-10-25

Darden Restaurants, Inc. September 15, 2011 Proposed Olive Garden—Everett,Washington Page 4 of 12 B-2 and B-4 is loose to medium dense. The moisture content of the fill in borings B-2 and B-4 ranged from about 3 to 5 percent. 2.1.3 Siltv Sand with some Gravel Naturally occurring soil consisting of inedium dense to very dense silty sand with some gravel was encountered below the fill in borings B-1, B-2, and B-4, and below the asphaltic concrete in boring B-3. The silty sand with some gravel was generally brown to gray and extended to the maximum depths explored. The standard penetration resistance N-values ranged from 16 to over 50 blows per foot. The measured moisture content of the silty sand with some gravel was between 5 and 12 percent. 2.1.4 Groundwater Conditions Groundwater infiltration was not observed in the borings at the time of drilling or upon completion of daily drilling activities. Boring B-1 remained open for three hours and at that time PSI did not observe any indication of water in the borehole. We did not perform "stabilized" groundwater readings (i.e., 24-hour or greater readings) since the borings were backfilled shortly upon completion for safety considerations. Subsurface water levels within this region tend to fluctuate with seasonal and climatic changes, fluctuations in nearby drainage features, as well as with some types of construction operations. Generally, the highest groundwater levels occur in late winter and early spring; and the lowest levels in late summer and early fall. Therefore, water may be encountered during construction at depths not indicated during this study. We recommend that the Contractor determine the actual groundwater levels at the time of construction to determine potential groundwater impact on the construction procedures. 2.2 Laboratorv Test Results Laboratory testing was performed on representative split-spoon samples obtained during drilling. The laboratory tests included natural moisture content and grain-size analyses. The laboratory test results are presented on the Boring Logs and Grain Size Distribution figures. 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 General The following geotechnical design recommendations have been developed on the basis of the previously described project characteristics and subsurface conditions encountered. If there are any changes in these project criteria, including building location on the site, a review should be made by PSI to determine if modifications to the recommendations are warranted. Once final design plans and specifications are available, a general review by PSI is recommended as a means to check that the evaluations made in preparation of this report are correct and that earthwork and foundation recommendations are properly interpreted and implemented. Based on the results of the fieldwork, laboratory evaluation and engineering analyses, it is our opinion the site can be adapted for the proposed structure and associated improvements.