Item 18 - Appeal Application Nos. 2023-02 and 2023-03 for Cabrillo Town Center project

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1.2 Site and Project Description The subject site is a rectangular shaped approximately 9-acre site located at the northeast corner of the intersection of E. 4ti' street and Cabrillo Park Drive in the City of Santa Ana, California. The site is bounded by a baseball field to the north, East Cabrillo Park Drive to the west, East 4tn street to the south, and a parking lots and commercial/office buildings to the east (Figure 1, Site Location Map). The entrance into the site is of Cabrillo Park Drive. Based on our review, the site is currently occupied by four commercial structures and asphalt pavement. Two buildings are located at the southeast and southwest corners, one at the northwest corner and one at middle of the east border. It is surrounded by an asphaltic parking lot. It is our understanding that the proposed development will be consisting of 3-story townhomes in the north area (Area 1 - shown in blue) and a five -story wrap with parking structure in the south area (Area 2 - shown in yellow) as shown on the Boring Location Map (Figure 2). Future grading of the site is anticipated to consist of minor design cuts and fills in order to achieve finish grades. Appurtenant structures, carports, parking areas, driveways, storm water filtration systems, landscaping, and associated utilities will also be constructed to support the new development. 1.3 Subsurface Investization and Laboratory Testing Our subsurface investigation was performed on November 22" d, 2021 and consisted of three hollow stem auger borings (B-LGC-1 through B-LGC-3). The geotechnical borings were all excavated to a depth of approximately 51.5 feet below the existing grade. The approximate locations of the borings are shown on the Boring Location Map (Figure 2). Based on a review of the seismic hazard zone maps prepared by the California Geological Survey (CGS, 2002), the site is not located within a seismic hazard area for potential liquefaction, but is located near a liquefaction hazard area, and has a historic high groundwater elevation of approximately 40 feet below the existing ground surface. Therefore, to evaluate the liquefaction and seismically induced dry sand settlement potentials, LGC advanced all three borings to depths of up to approximately 51.5 feet below the ground surface, and collected samples and SPT blow counts at 2.5-foot intervals. These borings were also used to evaluate the consolidation potential, hydro -collapse potential, and to characterize the near -surface geotechnical characteristics of the site. The borings were sampled and logged from the surface under the supervision of a licensed Engineering Geologist/Geotechnical Engineer from LGC. During the subsurface investigation, representative bulk and relatively undisturbed samples were collected for laboratory testing. Laboratory testing was performed by EGLAB, Inc. (EGL). Laboratory testing was performed on representative soil samples and included moisture and density tests, maximum density and optimum moisture content, grain size distribution, Atterberg Limits, expansion, direct shear, consolidation, collapse, and corrosion testing. A summary of the test procedures and printouts of the laboratory test results are presented in Appendix C. The moisture and density test results were presented on the boring logs included in Appendix B. Project i y ounci1 18 — 816 1 3 , 2021