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<br /> <br />ASSOCIATED SOILS ENGINEERING, INC. Project No.: 7160.23 <br />2860 Walnut Avenue, Signal Hill CA 90755 January 23, 2024 <br />Tel: (562) 426 -7990 * Fax: (562) 426 -1842 Page 19 <br />For any new footing that is within a lateral distance from any existing building footing equal to <br />two (2) times the depth of the new footing (D), the following tabulated reduction factors should <br />be applied to the corresponding passive lateral earth pressure values for the sides of the new <br />footing that are facing the existing building footing. <br />Lateral Distance between New Footing and <br />Existing Building Footing expressed in Fraction <br />of the New Footing Depth, D <br /> 2D 1D <br /> <br />0 <br />Reduction Factor To Passive Lateral Earth Pressure a 1.0 0.5 0 <br />a. Interpolation may be used for deriving reduction factor for other distance value. <br /> <br />The above passive lateral earth pressure may be used in conjunction with the ultimate <br />coefficient of friction in calculating composite lateral resistance, provided the passive lateral <br />earth pressure value is reduced by one-third (1/3). The composite lateral resistance may be <br />increased by one-third (1/3) under short term, transient wind or seismic loading. <br /> <br />d) Static Settlements: <br />Total static settlements resulting from compression of subgrade soils for conventional footings <br />designed and constructed in accordance with the criteria discussed in preceding Sections <br />5.3.2.a), b), and c) and supporting maximum assumed dead plus live (D+L) column and wall <br />loads mentioned in Section 1.1.2 above, are not anticipated to exceed 1/2 inch, upon <br />implementation of site preparation as per recommended in Section 5.2 above. A differential <br />settlement/heaves on the order of 1/4 inch over a distance of 30 feet is anticipated between <br />similarly loaded adjacent isolated pad footings, between isolated pad footings and continuous <br />wall footings, and for continuous wall footings over a distance of approximately 30 feet. <br /> <br />Please be reminded that the Geotechnical Consultant should be contracted for further <br />evaluation and recommendations, as necessary, should final design structural loads exceed the <br />maximum loads assumed in the above analyses by more than ten (10) percent. <br /> <br />5.3.2 Retaining Walls: <br />Cantilevered retaining walls should be designed for an “active” lateral earth pressure value <br />tabulated on the next page for approved granular backfill soils or site soils and level backfill <br />conditions, whereas an “At-rest” lateral earth pressure value for approved granular backfill or site <br />soils and level backfill conditions tabulated on the next page should be used for top-restrained <br />retaining walls. Retaining walls subject to uniform surcharge loads should be designed for an <br />additional uniform lateral pressure equal to one-third (1/3) and one-half (1/2) of the anticipated <br />surcharge pressure over the full retained height of the retaining wall (measuring from the top of <br />wall to the heel of wall footing) for cantilevered and top-restrained wall fixity conditions,