5902 EVERGREEN WAY HOUSING HOPE 2018-01-01 MF Import

ISubsurfacr Erp(orarian. Geologlc Hr,ard, and � Nouring Nopr Pluut!! Preliminary Geotcchnical Engineering Re�ort E�•rrrn. {ti¢shing:on Dttign Rtconvntndationt � I 3II. DESIGN REC01�L1LE!�iDATIONS � � s.o ixTRonucrion� Our cxpiora[ion indicates that from a geotechnical standpoint, the pazcel is suitable for t�e � yroposed devalopment provided the risks discussed are accepted and the recommendations � contai�ed herein are p:operly followed. The braring stracum of inedium dense rece,a,ional � ouavash or dense till is located at approximately 18 inches to 4 fect bclow existing site grades i aloag the eastern portion of the site and cear the nardiwest property corner (EP-2). Tlie depth I to bearing saata was encountered at depths r.anging from 5 to 7 fcet along tiie tce of die slope � � nexr the southwest corner of the proposed building area (EY-3 and F.P-4). The st�ecific depth I to bearing strata in each exploration is identifiec! in brackets on Figure 2. Conventional spread I footing foundations that bear on the medium dense ounvash or dense [ill may be used for � buitding, retaiiun¢ wall, and pavement subgrade support. , � 9.0 SITE PREP�IRATION Site prepazation of planned construction areas should include removal of all trees, brush, � debris, and any otl�er deleterious material. Additiunally, the upper organic topsoil and ar,y loose fill or recessional outwash soils should be removed and any remaining roots grubbed. I Areas where loose surficial soils exist due to grubbing operations should be co�sidered as fill to the dep[h of dismrbance and treated as subsequently recommended for swctural fill placemcn[. ! ISince the density and moisture content of the soil at the site are slighdy variable, random loose or silry w�et pockets may exist, and the depth and extent of stripping can thcrefore be best � determined in the field by the geo[ectuiical engineer. Stripping depths are expected to be on the order of 12 to 36 inches. 1 We recommend proof-rolling building, driveway, and parking areas with a loaded tandem-axle dump truck to identify any soft spo�s. Soft areas should be overexcavated and backfilled with swctural fill. If construction is to proceed during wet weather, and Uie exposed subgrade � consists of till, we recommend systematic probing in place of proof-ro(ling to identify soft areas. IIn our opinion, stable construction slopes should be the responsibility of the contractor and should 6e detcrmined during construction. For estimating purposes, however, we anticipate I that tempor.�ry, unsupported cut slopes in the loose to medium dense fill and glacial outwash soils can be made at a maximum slope of 1.SH:1V. Temporary cut slopes in the dense outwash and till sedimenu can be exravated at a maximum slope of 1H:1V. As is rypical with IPebruary I!, 2002 ASSOCIA7ElJ E1RTH SClENCE$ 1NC. SGl1'S!�KE0I7Nd:-Pm�ret�10917N�KE70.P.W� Page 9 ^ � �o� ►