4729 VIEW DR 2023-12-08 - Laserfiche WebLink

l Robert and Lisa Flake JN 16005 January 27, 2016 Page 3 SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Soil Profile Type D (Stiff Soil). As required by the SBC, the design criteria presented in this report consider the effects of a one-in-100-years seismic event for slope stability. The site soils in the area of the proposed structures are not susceptible to seismic liquefaction because of their dense nature. This statement regarding liquefaction includes the knowledge of the determined peak ground acceleration noted above. CONVENTIONAL FOUNDATIONS As discussed in the General section, special requirements are in order for the eastern foundations of the garage. The remaining proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, medium-dense to dense native soil, or on structural fill placed above this competent native soil. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one-third increase in this design bearing pressure may be used when considering short-term 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 will be less than one inch. 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 structural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: Parameter ULTIMATE Value Coefficient of Friction 0.50 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 foundation's resistance to lateral loading, when using the above ultimate values. GEOTECH CONSULTANTS,INC.