1400 W MARINE VIEW DR WATERFRONT PLACE APARTMENTS Geotech Report 2022-10-25

• APPENDIX A FIELD EXPLORATIONS Subsurface soil and groundwater conditions for the project were evaluated by completing four borings(B-1 through B-4)and 21 cone penetration tests(CPTs) (CPT-1 through CPT-21)and.The CPTs were completed by In Situ Engineering between September 13 to September 16, 2016 and were advanced to practical refusal ranging in depths between 23 and 65/feet below existing site grades.The borings were completed with a track-mounted drill subcontracted to GeoEngineers on September 28, 2016. Each boring was completed to a depth of 56/ feet below existing site grades. The locations of the explorations were determined using a GPS-enabled application and measuring in the field. The locations shown in Figure 2 should be considered accurate to the degree implied by the method used. Disturbed soil samples were obtained using the split spoon sampler(SPT) method.The samples were placed in plastic bags to maintain the moisture content and transported back to our laboratory for analysis and testing. The borings were backfilled in accordance with Department of Ecology regulations. Borings The borings were completed using track-mounted,continuous-flight, hollow-stem auger drilling equipment. The borings were continuously monitored by a geotechnical engineer or geologist from our firm who examined and classified the soils encountered, obtained representative soil samples, observed groundwater conditions and prepared a detailed log of each exploration. • The soils encountered in the borings were generally sampled at 2/ and 5-foot vertical intervals with a 2-inch outside diameter split-barrel SPT sampler. The disturbed samples were obtained by driving the sampler 18 inches into the soil with a 140-pound automatic hammer free-falling 30 inches.The number of blows required for each 6 inches of penetration was recorded. The blow count ("N-value") of the soil was calculated as the number of blows required for the final 12 inches of penetration. This resistance, or N-value, provides a measure of the relative density of granular soils and the relative consistency of cohesive soils.Where very dense soil conditions precluded driving the full 18 inches,the penetration resistance for the partial penetration was entered on the logs. The blow counts are shown on the boring logs at the respective sample depths. Soils encountered in the borings were visually classified in general accordance with the classification system described in Figure A-1.A key to the boring log symbols is also presented in Figure A-1.The logs of the borings are presented in Figures A-2 through A-5.The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils and groundwater conditions encountered. The logs also indicate the depths at which these soils or their characteristics change,although the change may actually be gradual. If the change occurred between samples, it was interpreted.The densities noted on the boring logs are based on the blow count data obtained in the borings and judgment based on the conditions encountered. Relatively undisturbed Shelby Tube samples were collected at selected locations to better observe the interbedded condition of the fine-grained soils within the sand. Observations of groundwater conditions were made during drilling. The groundwater conditions • encountered during drilling are presented on the boring logs. Groundwater conditions observed during GEOENGINEERS.g May31,2017 " PageA-1 File No.22360-003-00