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Mater Dei High School October 20, 2023 Proposed Dance Studio, Santa Ana, California Project No. 3204.I 3204-I-01R (10/23) 11 • Dowel connections between footings and floor slab. The static and seismic settlements as provided in this report must be considered by the Project Structural Engineer. We assume that the design of the structures will at a minimum prevent the collapse of the building should the seismic settlements, as estimated in this report, occur during a design earthquake. The subsurface soils should be prepared in accordance with the recommendations given in this report. 4.4.2 Mat Foundation The mat pressure near the center of a mat foundation (approximately 2000 sf) supporting the structure is anticipated to range from approximately 100 to 200 psf for the single story building. We estimate the ground surface under the center of a loaded area having the above dimensions and the aforementioned applied pressure will settle approximately ½- inch due to gravity loads. The outside edge of this area under the same loading conditions is expected to settle approximately ¼-inch. The outside corner of this area under the same loading conditions is expected to settle less than ¼-inch. The static settlements assume a uniformly applied pressure and do not include the effects (stiffness) of the mat. The actual settlement of the mat will depend on the stiffness of the mat and its ability to distribute the loads, and should be determined by the Structural Engineer. If the assumed pressures are greater, we should be consulted to determine the effects of these pressures. Seismic settlement caused by liquefaction should be added to the above settlement values when evaluating the total settlement (static and seismic) of the mat foundation. As previously provided in this report, the potential for total seismic settlement under the mat foundation expected to be on the order of 2 inches. Maximum differential settlements along a 40-foot span are expected to be on the order of 1-inch. For the structural analysis of the mat foundation, we recommend using an uncorrected modulus of subgrade reaction of 120 pounds per cubic inch (pci) for static conditions. This value is based on a 1-foot square bearing area and compacted silty sands. We recommend this modulus be reduced by 75 percent to a value of 30 pci to account for the size of the mat foundation. In addition, the structural analysis of the mat should consider the seismic settlements discussed above. The allowable bearing pressure for the mat foundation will be significantly greater than the average bearing pressures required for the mat as discussed above. At localized areas of the mat, such as columns and point of load applications, a static allowable net bearing pressure of 1,500 pounds per square foot may be used. These allowable bearing pressures are for dead-plus-live loads, and may be increased one-third for short-term, transient, wind and seismic loading. 4.4.3 Shallow Foundations Based on the shear strength and elastic settlement characteristics of the recompacted on-site soils, static allowable net bearing pressures of up to 3,000 pounds per square foot 1202 W Edinger Ave10/3/2024