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Phelan Development Holly Master Plan - Buildings H & 1 15188.000.006 Geotechnical Exploration Minimum footing depths shown above are taken from lowest adjacent pad grade. The cold joint between the exterior footing and slab-on-grade should be located at least 4 inches above adjacent exterior grade. For areas where overexcavation of undocumented fill and placement as engineered fill is completed, or for areas bearing on competent native soil, design foundations recommended above for a maximum allowable bearing pressure of 1,500 pounds per square foot (psf)for dead- plus-live loads Increase this bearing capacity by one-third for the short-term effects of wind or seismic loading. Maximum allowable bearing pressures where ground improvements are incorporated would depend on design conditions specific to the ground improvement and will be determined at a later time if ground improvement is utilized at the project. The maximum allowable bearing pressure is a net value; the weight of the footing may be neglected for design purposes. Footings located adjacent to utility trenches should have their bearing surfaces below an imaginary 1:1 (horizontal:vertical) plane projected upward from the bottom edge of the trench to the footing. 6.2.2 Reinforcement The structural engineer should design footing reinforcement to support the intended structural loads without excessive settlement. 6.2.3 Foundation Lateral Resistance Lateral loads may be resisted by friction along the base and by passive pressure along the sides of foundations. The passive pressure is based on an equivalent fluid pressure in pounds per cubic foot (pcf). We recommend the following allowable values for design. • Passive Lateral Pressure: 300 pcf • Coefficient of Friction: 0.25 Passive pressures should be reduced by 1/2 if used in combination with sliding friction. The above passive pressure assumes a horizontal distance of at least 10 feet from the foundation to daylight. The upper 1 foot of soil should be excluded from passive pressure computations unless it is confined by pavement or a concrete slab. 6.2.4 Settlement Provided our report recommendations are incorporated in to the design and construction of the proposed project (as described in Section 1.3), we estimate static total foundation settlements to be less than approximately 1 inch. We estimate approximately '/4 inch of differential settlement between exterior and interior footings. In addition, we estimate approximately % inch over 50 feet of differential settlement in the event of a design level earthquake. We recommend structures be designed to accommodate up to '/2 inch of differential settlement over a distance of 50 feet for static and seismic conditions. ENGEO Page 1 17 December 13, 2021 Expect Exceltence