120 SE EVERETT MALL WAY Geotech Report 2018-01-02 MF Import

Crow-Wastern Auyust 14, 1985 E-2i08 Paye 6 should be added to the equivalent Eluid pressure Eorce. For calculating the base resistance to sliding, �ae recommend using a passive pressure equivalent to that exerted by a fluid having a density oE three hundred fifty (35Q) pcf and a coefficient of friction of 0,40, The wall �ressures a�ply only Eor a maximum wall height oE ten Eeet. It is assumed thal no hydrostatic pressures act behind the wall and that no surcharge slopes or loads will be placed above the walls. If surcharges are to be applied they should be added to the above lateral pressures, Retaining and Eoundation walls should be backfilled with com�acted free-draining soils with no organics. I'he soil should contain no more than 5 rercent silt or clay and no particles greater than Eour inches in diameter. The percentage of particles passiny the No. 4 sieve should be between 25 and 70 percent. Alternatively, a geotextile product such as Miradrain may be used. We recommend the use oE Eootiny drains at the base of all perimeter foutings. The Eooting drains should be surrounded by at least six inches of. one inch minus wasl�ed rock, and provided with a positive yradient towards suitable discharge facilities. The pipe invert should be at least as low as the bottom of the footing. For relaining walls, other than basement walls, weep- holes can be used. The wee�hoies should be as low as possible to maintain drainage behind the walls. When weepl�oles are provided, all backfill within eighteen (18) inches of the weephole should consist of one inch minus washed rock. Excavations and Slones In no case should excavation slopes be greater than the limits specified in local, state and national government safety regula- tions. Temporary cuts greater than Eive feet in height should have an inclination no steeper Lhan 1:1 (Florizontal:Vertical). Temporary cuts in dense till soils may be made at a 1:2 (H:V), All permanent cut and Eill slopes should ba inclined no steeper than 2:1 (H:V), These recommendations are applicable to slopes with a maximum heiyht oE ten Eeet. Permanent cut slopes in till soils may be at a 1.5:1 (H:V), If higher slopes are anticip�ted, we should be contacted Eor the appropriate design and construction criteria. We also recommend that all excavated slopes be examined by Earth Consultants, Inc. to verify that conditions are as anticipated. Supplementary recommendations can then be developed, iE needed, to improve slability, including flattening of slcpes or installation of surface or subsurface drains. In any case, water should not be allowed to Elow uncontrolled over the top oE any slopes. Eanh Consultants, Inc �