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2.7.6 Tsunamis and Seiches <br />Based on the elevation of the proposed development at the site with respect to sea level and <br />its distance from large open bodies of water, the potential of seiche and/or tsunami is <br />considered to be nil. <br />2.8 Settlement <br />Several components of settlement were considered in evaluating the total settlement at the site <br />including seismic settlement of the underlying alluvium, hydro -collapse settlement of alluvium, and <br />settlement of foundations due to foundation loads. <br />Hydro -collapse potential of the underlying fill and alluvium was evaluated based upon available <br />geotechnical data including in -situ densities and hydro -collapse test results. Hydro -collapse potential <br />of the underlying materials is considered negligible (i.e. less than 0.5%). Hence, the hydro - <br />consolidation settlement potential of the underlying alluvium is considered negligible. <br />As previously discussed, seismic settlement of the alluvium at the site was evaluated and is expected to <br />be on the order of approximately 3 inches, or less. Seismic settlement of engineered compacted fill is <br />assumed to be negligible. Therefore, differential seismic induced settlements of up to 1.5 inches should <br />be considered in the foundation design. This seismic settlement should be added to other settlement <br />components due to static loads. <br />Structures planned at the site are expected to be of conventional wood -frame construction or concrete <br />for the parking structure. Foundation settlements due to static column loads with the recommended <br />remedial removals provided herein are expected to be minor, on the order of 1-inch, or less. <br />2.9 Slope Stability <br />No significant permanent slopes currently exist onsite or are planned for the subject site, therefore <br />slope stability is not considered an issue with respect to site development. <br />2.10 Laboratory Testing <br />Laboratory testing of the onsite soils was performed on representative samples obtained from the <br />borings and included moisture and density tests, maximum density and optimum moisture content, <br />grain size distribution, Atterberg Limits, expansion, direct shear, consolidation, collapse, and corrosion <br />testing. Laboratory testing was performed by EGLAB, Inc. (EGL). LGC has reviewed the laboratory <br />test data, procedures and results performed by EGL with respect to the subject site and concurs with <br />and accepts responsibility as geotechnical engineer of record for their work (laboratory testing). A <br />discussion of the tests performed, and printout of the laboratory test results are presented in Appendix <br />C. The moisture and density test results are presented on the boring logs in Appendix B. <br />Preliminary expansion potential testing of the upper site soils from sample collected as a part of this <br />study indicated expansion index of 101, "High" (per ASTM D4829). Sulfate testing indicated soluble <br />sulfate content of 0.009 percent ("Negligible" per ACI 318R-14 Table 19.3.2.1). <br />Project i y 66n,61 18 — 824 1 3 , 2021 <br />