2802 HOYT AVE EVERETT ELKS Geotech Report 2018-01-02 MF Import

Geotechnical Engineering Evaluation Everett Elks Club November 2, 2006 NGA File No. 751105 Page I 1 considering increased allowable bearing pressure fr .short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than one inch total and 1/2 inch differential between adjacent footings or across a distance of about 30 feet, based on our experience with similar projects. Lateral loads m't Je resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 250 pcf should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive ,esistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfrll against the front of the footing. We reconunend that the upper one -foot of soil be neglected when calculating the passive resistance. Structural Fill General: Fili placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in acrordance with prescribed methods and d geotechnical professional or soils technician. Field standards, and is monitored by an experience monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the M should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material and be well graded to a maximum size of about three inches. All-weather structural fill should contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). The use of on -site soils as structural fill should generally be feasible, but will be highly dependent on material moisture content at the time construction takes place. The use of the on -site material for structural fill will be difficult in wet conditions. We should be retained to evaluate proposed structural fill material prior to construction. NELSON GEOTECNNICAL ASSOCIATES, INC.