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2717 Huckleberry Rd, Unit #2 Santa Ana, CA 92706 Water should not be allowed to pond anywhere at the site. In the future, sources of uncontrolled water, such as leaky sewer, water (domestic, irrigation) or drain pipes should be repaired if identified. Seismic Design We recommend the proposed new structure be designed to meet the current building codes and requirements of the controlling governmental agency. The seismic parameters provided in the “Seismicity” section of this report can be used. The civil/structural design engineer should consult with the project geotechnical consultant, if additional geotechnical information is needed for the seismic design. Cement Type For Concrete in Contact with On-Site Earth Materials Sulfate attack was not observed for the on-site house and other buildings in the vicinity. It appears sulfate attack on concrete is not a problem for the entire City of Santa Ana. However, for conservative purposes, Type V cement with a maximum water/cement ratio of 0.45 and a minimum concrete strength, f’c of 4,500 psi should be used for concrete in contact with the on-site soils. If required, additional sulfate content testing can be performed for the final subgrade soils after completion of the precise grading/site preparation but prior to concrete pour. Based on the results of new test, if any, modification of our recommendations would be performed, as needed. Corrosion To Ferrous Metals and Copper For conservative purposes, the on-site soils can be considered severely corrosive to ferrous metals and copper. Underground/buried ferrous metals or copper are not planned to be used for this project. However, if underground/buried ferrous metals or copper are planned to be used at the site, they should be properly protected. A corrosion specialist can be consulted. Testing can be performed for verification of the potential corrosion of the soils at the site to ferrous metals and copper, if needed. The test can be performed during and/or after completion of grading. Utility and Drain Line Trench Backfill All utility and drain line trench back fills should be compacted to a minimum relative compaction of 90 percent (per ASTM D1557). The existing subgrade earth materials cannot be densified adequately by water flooding and jetting techniques. Therefore, native trench backfill materials should be placed in lifts approximately 6 inches in thickness, watered as necessary to achieve near optimum moisture conditions, and then mechanically compacted in place to a minimum relative compaction of 90 percent (per ASTM D1557). A representative of the project geotechnical consultant should probe and test the backfills to verify adequate compaction. Note: The Page 10 of 22