2631 WALNUT ST JACKSONS Geotech Report 2025-07-28

Jackson's aka PacWest Energy LLC JN 13465 December 9, 2013 Page 5 or on structural fill up to 5 feet in thickness, will be about one-inch, with differential settlements on I the order of one-half-inch in a distance of 30 feet along a continuous footing with a uniform load, ' Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, well-compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: ' i' i'lltAVI rrr ti ULTIMATEV LUE Coefficient of Friction 0.45 ' Passive Earth Pressure 350 pcf Where:(i)pcf is pounds per cubic foot,and(ii)passive earth pressure is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundatioon's resistance to lateral loading, when using the above ultimate values. PERMANENT FOUNDATION AND RETAINING WALLS No substantial earth retaining walls are anticipated. Even so, walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: PARAMETER VALFL+ ' Active Earth Pressure* 35 pcf Passive Earth Pressure 350 pcf Coefficient of Friction 0.45 Soil Unit Weight 130 pcf ' Where: (i) pcf is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. *For a restrained wall that cannot deflect at least 0.002 times its height,a uniform lateral pressure equal to to psf times the height of the wall should be added to the above active equivalent fluid pressure. ' The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back-calculate soil ' strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, If desired. The passive pressure given is appropriate only for a shear key poured directly against undisturbed I native soil, or for the depth of level, well-compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the 1