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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) 12 (psf) may be used for both continuous footings and isolated column footings for the proposed building or other lightly-loaded structures. We assume that if the building is supported on spread footings, the footings will be interconnected with sufficient grade beams to mitigate the differential settlements caused by liquefaction during a design earthquake. These bearing pressures are for dead-load-plus-live-load, any may be increased one- third for short-term, transient, wind and seismic loading. The actual bearing pressure used may be less than the value presented above and can be based on economics and structural loads to determine the minimum width for footings as discussed below. The maximum edge pressures induced by eccentric loading or overturning moments should not be allowed to exceed these recommended values. The following minimum footing widths and embedments are recommended for the corresponding allowable bearing pressure. STATIC BEARING PRESSURE WIDTH EMBEDMENT 3,000 48 24 2,500 24 24 2,000 18 18 * Refers to minimum depth below lowest adjacent grade at the time of foundation construction. A minimum footing width of 15 inches should be used even if the actual bearing pressure is less than 1,500 psf. Total static settlement of the more heavily loaded columns (50 kips maximum column load) is expected to be less than ¾-inch. Maximum differential settlements between similarly loaded adjacent columns are expected to be on the order of ⅜-inch across a distance of 40-feet. Similar settlements are anticipated for lightly loaded structures supported on 2 feet of properly compacted fill. The above settlements should be included with the anticipated seismic settlement caused by liquefaction when evaluating the total settlement of the building or other lightly loaded structures. The above estimates are based on the assumption that the recommended earthwork will be performed and that the footings will be sized in accordance with our recommendations. 4.4.4 Lateral Load Resistance Soil resistance to lateral loads will be provided by a combination of frictional resistance between the bottom of foundations and underlying soils, and by passive soil pressures acting against the embedded sides of the foundations. For frictional resistance, a coefficient of friction of 0.30 may be used for design. In addition, an allowable lateral bearing pressure equal to an equivalent fluid weight of 250 pounds per cubic foot may be used, provided the foundations are poured tight against the compacted fill. These values may be used in combination without reduction. 1202 W Edinger Ave10/3/2024