7825 EVERGREEN WAY 2018-01-01 MF Import

Embar Equities Corporation November 4, 1985 E-2773 Page 3 Fill soils up to four feet thick were found zlong Evergreen Way. The soil is silty sand witil scattered organic:, znd is li}:aly associated with the original construction o£ Evergreen way. Groundwater The ground�vater seepage leveis observed while excavating are shown on the test pit logs. Water levels ranged fran eight to nine £eet below existing grade. The groundwater seepage level �s not. static, thus one may expect fluctuations in the level depending on the amount of rainfall, sur£ace water runoff, and other factors. Generally the water level is higher in the wetter winter months. DISCUSSION AND RECOl4�fENDATIONS General From a geotechnical engineeri.ng standpoint, the s�bject site is generally suitable for the intended development. The primary geotechnical concern is the moisture susceptibility of the on-eite soils. The high silt content will make the soil unworkable during periods of wet weather. Tharefore, we recommend that th� earthwork in both building and pavement areas be planned for tlie dry weather periods if possible. If construction must procee& under wet weather conditions, an increased amount of clean, imported fill to stabilize parking areas and for use as etrucf.ural fill will be required. The planned development will not require filla, retaining walls nr rockeries. If the changes, we ahould be contacted to review our Foundations significant cuts and acope of the project recommendations. The propose:d structure may be supported on conventional conti- nuous and spread footings bearing on the medium dense to dense silty sand soil found two to three. feet underlying the topsoil or on etructural fill pla.ced above carpetent native soils. Exterior footings should be bottomed at a mini.mum depth cf twelve (12) inches below the lowest adjacent outside finish grade. T.nterior � r!' footings may be at a depth of twelve (12) inches belo:� the top of �0�1 the slab. Footings founded on competent native soils two to thre= �� feet below the ground surface may be designed for an ail.awable soii bearing capacity of four thousand (4000) pounds per squ�r.e foot (psf). Footings bearing on etructural fill shou!.a be designed for a bearing pressure of two thousand (2000) pef. Conti- nuou.s and individual spread footings ahould have minimum widths of. twelve (12) and eighteen (18) inches, respectively. A.one-third Earth ConsultnnLs, Inc.