7815 E GLEN DR 2016-01-01 MF Import

October 2, 1998 Project No. KE98375G fi � ,�, a �; �, ' � � �= �`�; A�tL �4� t�,�' '� d 'I�. III. DESIGN RECOD'IMENDATIONS {r�rt '�� .�' 8.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, che parcel is suitable for tne proposed development provided the recommendations contained herein are properly followed. The bearing stratum, consisting of glacially consolidated, dense to very ciense, unweathered lodgement tiil, varied from approximately 6 to 7 teet below the existing grades in our exploration pits. It is anticipated that the depch to the beazing stratum may be somewhat deeper west (upslope) of exploration pit EP-1. It will be necessary to extend the foundation loads throueh the existing fill soils, organic topsoil or topsoil fill, and weathered lodgemr.nt till to the suitable bearing sediments. We recommend that this be accomplished usine either drilled concrete piers or extending conventional spread footings down to thz bearing stratum. 9.0 SITE PREPARATION Site preparation of the planned building and driveway areas should include removnl of all trees, brush, debris, and any odier deleterious material. Addidonally, d�e upper organi� topsoil or topsoil fill .hould be :emoved and the remaining roots grubbed. lf drilled piers are utilized for fi�undation and floor support, no additional site preparation wiil be required below the propused building area after excavation to the desire3 building suhgrade e:evation has heen comgleted. If conventional s.Rxe�d footin s are to be utilized for foundation suppor[, we reconunend that all existing fill and any loose, natural sediment� below [he buiiding area be excavated down to the underlying dense to ven� dense, naturai, unweathered lodgemen[ till sediments. Since the densiry of the soil is variabie, random sufr pockets may exist and the depth and extent of suipping can best be determined in the field by the cngineering geologist or geotechnical engineer. Vl'ithin the exploration pits ercavated at the sice, this depth generally occurred at approximately 6 to 7 feet below the existing grc�und surface. However, it is anticipated that the depth to the bearing suaca is somewhat dceper upslope (west) of exploration pit EP-1. The area of[he proposed driveway is presentl}� underlain by fill soils. Ttie fili from a Qortion of this area a�iil be retnoved during �rading of the driveway and bui!ding arcas. For those areas utiderlying the driveway where the existing fill soils are to remain, we recommend that tl�e fill be overexcavated a minimum of 18 inches below the elevation of the final driveway subgrdde. 7'he exposed soils should then be recompacted to at least 90 pe►rent of the modified Froctor maximum density (ASTM:D 1557). Any remaining sofr or loose ueas should be further excavated to firtn bearing and replaced with strucrsral fill. Once the subgrade has been . g