4935 GLENWOOD AVE 2016-01-01 MF Import

, 1 • � � Jordan Construction JN 00284 July 25, 2000 Page 4 overexcavation and the footing width. For example, an ove�excavation extending 2 feet below the bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excevation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure of 2,000 pounds per square foot (ps� is appropriatE for footings supported on competent, native soil, imported structural fill, or lean mix concrete. A one-third increase in this design bearing pressure may be used when considering short-tertn wind or seismic loads. For the above design criteria, it is anticipated that the total post-construction settlement of footings founded on competent, native soil, or on structural fill up to 5 feet in thickness, will be about one-half inch, with differential settlements on the order of one inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismi: forces may be resisted by friction between the founda!ion 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 structural fill. We recommend using lhe following design values for the foundation's resistance to lateral loading: Coefficient of friction 0.40 Passive Earth Pressure 350 pcf Where:(i)pef la pounda par cuble loot,and(ii)paaaiva a�rth pressure is computed ustng lhe equivalent fluld denslty. If the ground in front of a foundation is loose or sloping, the passive =arth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. SEISMIC CONSIDERATIONS The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform Building Code (UBC). In accordance with Table 16-J of the 1997 UBC, the site soil profile is best represented by Soil Profile Type S� (Very Dense Soil). The site soils are not subject to seismic liquefaction because of their dense nature and the absence of near-surface groundwater. SLABS-ON-GRADE The building floors may be constructed as slabs-on-grade atop medium-dense, weathered, gravelly sand overlying the dense till. The concrete slab could be placed on the existing fill �f steps are taken to till up th� existing fill soils, re-roll, and compact them according to the recommendations di..cussed later in the GENERAL EARTHWORK AND STRUCTURAL FILL section of this report. The subgrade soil must be in a firm, non-yie!ding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. GEOTECH CONSULTANTS,INC. "��