11020 19TH AVE SE BARTELL DRUGS 2016-01-01 MF Import

i I Subs��rfnce Fxploratian and Sif�cr LnAc,11n(I Bartef(Drug Smre Geotedmica!Engineering Report Evereu R'�shincton Design Recanmendations Ier<aineer or his representative. �Ve recommend that road, slab, and parking areas be proof- rolled with a loaded dump truck to identity any soft spots; soft arcas should be overexcavated Iand backtilled with structural till. � [n our opinion, stable construction slopes should be the responsibility of the contractor and should be de[ermined daring construction. Por estimating purposes, we anticipate that ' temporary, unsupported cut slopcs in the unsaturated native glac:al till can be made at a I maximum slope of 1:1V (Horizontal:Vertical). Where fill soils deeper than 4 feet are encounrered, they should be cut no steeper than L�H:IV (Horizontal:Verticaq. Peat should be cuc no steeper than ZFL•1V if it is encountered beneath landscape areas or for off-si[e utility � installation. As is rypical with eardiwork uperations, some sloughing and raveling may occur and cut slopes may have to bc adjusted in the field. In additiun, WISHA/OSF[A regulations should be followed at all times. ` "fhe nativc on-site soils contain a high percentage of tine-grained material tha[ makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care durin�� � site preparation and excavation operations so that the underlying soils are not softened. [f disturbance occurs, the softene3 soils sheuld be removed and die area brought to grade �vith 1 structural fiIL The e:�isting asphalt pa��ement located ou[side oP the building area should provide a suitable working surface for eqtiipment and material storage. � 7.0 S"IRUCTURAL FILL � Should the placement of structural fill be necessary to establish desired grades, it sl�ould be I placed and compacted in accordance with this section. All references to structural fill in this report rcfcr to sub;rade preparation, fill type, placement, and compaction of materials as ( discussed in this section. If a percentage of compaction is specified under another section of � diis repurt, the value �=iven in that section should be used. � r\her stripping, piamied excavation, and any required overexcavation have been performed [o thc satisfaction of [he gcotechnical engineer/engineering geologis[, the upr,er 12 inches of � exposcd ground shoul�l be recompacted to at least 90 percen[ of the modified Proctor maximum densiry using ASTM:D 15�7 as the standard or to a firm and unyielding condition as detcrn�incd by die geotecimical en;ineer or his representative. If die subgrade contains too I mudi moismre, adeyuate recompactiom m�y be difFicult or impossible to obtain and shoul� probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed witii washed rock or quarry spalls to act as a capillary break benveen the new f'ill and the wet � subgrade. Wherc die exposed ground remains soft and further overexcavation is impractical, plaamcnt of an engineering stabilization fabric may be necessary ro prevent contamination of ihc frec-draining laycr by silt miaration from below. IASSOClATED E.1RLH SC(E,VCES, LVC. `� December 30, 300d /� � i�a�.;�i�xr.�ausr.a=�r,�>>��n:w.�.�r�xcu��r Page 7 �,