933 S Harmon St Unit #2 - Plan - Laserfiche WebLink

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April 16, 2025 Page 7 CITY OF SANTA ANA Planning and Building Agency Project Number 25129-25 Approved FOR PERMIT ISSUANCE 7.2 Temporary Excavations Temporary unsurcharged excavations in the existing site materials may be P/lapsger l� vertical inclinations up to 4 feet in height unless cohesionless soils are encountered. Mneareas where soils with little or no binder are encountered, where adverse geological conditions aneexposed or where excavations are adjacent to existing structures, shoring or flatter excavations may be required. The temporary cut slope gradients given above do not preclude local raveling and sloughing. Additional recommendations regarding site specific excavations required during grading and construction may be provided once plans and details are made available. All excavations shall be made in accordance with the requirements of the geotechnical engineer, CAL -OSHA and other public agencies having jurisdiction. Care should be taken to always provide or maintain adequate lateral support for all adjacent improvements and structures during the grading operations and construction phase. 7.3 Foundation Design As discussed in Section 6.0 of this report, a stiffened foundation system should be utilized for the proposed construction to help mitigate the effects of liquefaction. The stiffened system may consist of a post -tensioned slab design, mat foundation or a system of grade beams connecting the foundations in two directions throughout the new construction areas. New foundations shall be designed utilizing an allowable soil bearing capacity of 2,000 psf for an embedded depth of 18 inches into approved engineered fill or competent native soils (>90% relative compaction) for one and two-story structures. A one-third increase may be used when considering short-term loading and seismic forces. All foundations shall be reinforced with a minimum of two No. 4 bars, top and bottom. Additional reinforcement due to proposed loadings may be necessary and shall be determined by the project engineers and/or architect. A representative of this firm shall inspect all foundation excavations prior to pouring concrete. 7.4 Settlement Analysis Resultant pressure curves for the consolidation tests are shown on Plates B to C. Computations utilizing these curves and the recommended allowable soil bearing capacities reveal that the foundations will experience settlements on the order of 3% inch and differential settlements of less than inch. NorCal Engineering