CITY PROJECT - 1821 & 1823 E Chestnut Ave - Plan

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ASSOCIATED SOILS ENGINEERING, INC. Project No.: 7160.23 2860 Walnut Avenue, Signal Hill CA 90755 January 23, 2024 Tel: (562) 426 -7990 * Fax: (562) 426 -1842 Page 18 b) Allowable Soils Bearing Capacity: For footings complying with the minimum dimension requirements stipulated in Section 5.3.2a) above, the allowable soils bearing capacities, inclusive of both dead and live loads, should be as per tabulated below: Allowable Soils Bearing Capacity (psf) Increase per 12- inch Increment in Footing Width (psf) Increase per 12- inch Increment in Footing Depth (psf) Maximum Composite Ceiling Value (psf) Continuous Spread Footing/ Strip Footing Isolated Pad Footing 2,000 2,000 100 300 3,000 The allowable bearing capacities tabulated above may be increased by one-third (1/3) when subject to short-term, transient loading induced by wind or seismic activities. For any new footings that are within a lateral distance from any existing building footing equal to the depth of the new footing (D), the following tabulated reduction factors should be applied to the corresponding allowable soils bearing capacity values. Lateral Distance between New Footing and Existing Building Footing expressed in Fraction of the New Footing Depth, D  1D ½D 0 Reduction Factor To Allowable Soils Bearing Capacity a 1.0 0.75 0.5 a. Interpolation may be used for deriving reduction factor for other distance value. c) Lateral Resistance: Resistance to lateral loads can be assumed to be provided by passive lateral earth pressure and by friction acting on structural components in permanent contact with the subgrade soils. For site preparation implemented as per recommended in the above Section 5.2, lateral resistance on the sides of foundations may be computed using a passive lateral earth pressure of 200 pcf EFP for footings embedded into approved compacted fill soils, subject to a maximum of 2,000 psf. An ultimate coefficient of friction on the order of 0.35 may also be used for structural dead load acting between the footing bottom and the supporting soils, regardless of the lateral distance between new footing and existing building footing. The above passive lateral earth pressure may be used in conjunction with the ultimate coefficient of friction in calculating composite lateral resistance, provided the passive lateral earth pressure value is reduced by one-third (1/3). The composite lateral resistance may be increased by one-third (1/3) under short term, transient wind or seismic loading.