2111 ROSS AVE 2018-01-02 MF Import

J 1. On -grade floor slabs, including recommendations for below -slab capillary breaks and moisture retarders, as appropriate; in. Geotechnical criteria for stormwnter management facility evaluation and design; n. Feasibility of on -site septic systems; o. Temporary and permanent drainage improvements, including recommendations for I controlling groundwater during construction and for permanent drainage systems (e.g. foundation and wall drains), and p. Pavement design for the access road, parking, and yard areas. 1 8. Provide project management for the geotechnical tasks and attend one meeting with the 1 project team. I PREVIOUS STUDIES In addition to the explorations completed as part of this study, the logs of borings completed as part of previous studies in the project vicinity were reviewed. Subsurface information presented in the following reports was reviewed as part of this study: • GeoEngincers, Inc., 1998. "Report, Geotechnical Engineering Services, New Aggregate 1 Conveyor, Everett Aggregate Yard, Smith Island, Washington," July 1998. • GeoEngincers, Inc., 2001. "Report Geotechnical Engineering Services, Proposed I Dock/Bulkllead Rehabilitation Glacier Northwest — Smith Island Everett, Washington," June 4 2001. • GeoEngineers, Inc., 2001. "Report Geotechnical Engineering Services, Proposed Conveyor I Foundations Glacier Northwest — Smith Island, Everett, Washington," July 2001. In each of the studies listed above, exploration logs or detailed descriptions for borings and test pits were presented for the general project vicinity. Two borings completed for the July 2001 GeoEngincers report were completed in the immediate vicinity of the Wilder site and the boring logs for these explorations have been included in Appendix C. The locations of these two borings, designated borings C-1 and C-2, are shown on the Site Plan, Figure 2. FIELD EXPLORATION AND LABORATORY TESTING FIELD EXPLORATION 1 Subsurface conditions were evaluated by a field exploration program that consisted of drilling and sampling two mud rotary borings at the site using a track -mounted drill rig, and excavating nine test pits using an excavator. The approximate locations of the borings and test pits are 1 shown on Figure 2. The borings, designated B-1(02) and B-2(02), were advanced to depths of 101 /, and l 2G--%: feet below the ground surface, respectively. The borings were located in the vicinity of the proposed asphalt plant equipment. The test pits were excavated around the site to evaluate the soil conditions for the stockpiles, ( access roads, parking areas, shop building, infiltration pond and other planned improvements. h The test pits ranged in depth from id%: to 17 feet. The boring and test pit locations were located IG e o E n g i n c e r s 3 File 3101-020-OO\072502 17� 1