4800 DOGWOOD DR Geotech Report 2022-10-25

Subsurface Exploration, Geologic Hazards, View Ridge Community Church Addition and Geotechnical Engineering Report Everett, Washington Project and Site Conditions Disturbed, but representative samples were obtained by using the modified Standard Penetration Test (SPT) procedure. This test and sampling method consists of driving a 2-inch outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring log. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field exploration accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. As shown on the boring log, the exploration boring generally encountered a veneer of fill overlying glacial sediments comprised of advance outwash. The following section presents more detailed subsurface information organized from the shallowest (youngest) to the deepest (oldest) sediment types. 4.1 StratigraphV Existing Fill Existing fill was encountered at a depth of approximately 2.5 to 3 feet below the existing ground surface. The observed depth of the existing fill is documented on our subsurface exploration log. The existing fill was observed to be a very loose, gray brown, silty SAND with some gravel and a layer of wood debris. The fill was composed of materials possibly derived on site, and moved or disturbed during earlier site work. The existing fill is not suitable for foundation support and should be removed from areas planned for support of structural loads. The excavated existing fill material is only suitable for reuse in structural fill applications, if it is at a moisture content that allows compaction to the specified level for the intended use, and if all organic materials and any other deleterious materials are removed prior to use in backfill August 29, 2016 ASSOCIATED EARTH SCIENCES, INC. SKL11d - KE160351A2 - ProjectsJ20160351�KE�WP Page 3