11632 EVERGREEN WAY BASE FILE 2018-01-01 MF Import

Proposcd Retail Development J-1443 112'�Street and Hwy.99 February 26,2004 � �verott,Washington Page 16 Temporarv and Permanent Sloves Temporary slope stability is a function of many factors, including the followin;: . The presence and abundanee of groundwater; • Thc typc and density of the various soil strata; • The depth of cut; • Surcharge loadings adjacent to the excavation; • The Icngth of time the excavation remains open. It is exceedingly difficult under the variable circumstances to pre-establish a safe and "maintenance-&ee" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe temporary slope cunfigurations since the contractor is continuously at the job site, able to obscrve the nature and condition of the cut slopcs, and able to monitoi� the subsurface materials and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable federal,state, and locai regulations. Wc recommend that all permanent slopes constructed in native soils be designed at a 2H:1V (Horizontul:Vertical) inclinadon or flatter. Accorcling to Chapter 296-115 of the � Wa�hington Administrative Code (WAC), it is our opinion that the medium dense to dense soils encountemd across the site would be classified as Type B soils. Temporary slopes in Type B soils should be constructcd at angles no geater than 1H:1 V according to the W AC. Fill soils and granular (non-glacial till) soils would be classified as Type C soils. Temporary slopes in Type C soils should be constructed at angles no greater than 1.SH:1 V acc.�rding to the WAC. Shallow Foundations The Geotechnical Inves�igation Specificatio��s and Repor� Requirements limits tota! and differential settlements to the following: Maximum allowable differential settlement for soils supporting masonry walls — 0.53 inches in 40 feet; Maximum allowable differential settlement for soils supporting interior floor slabs and interior isolated footings—0.96 inches in 40 feet; Maximum allowable total settlement—'/a inch. ln order to achievc the foundation settlement performance set forth in the Geotechnical Investigatron Specificalions and Report Requirements, we recommend that the foundations be supported on mcdium dense to dense,undisturbed native soils, or compacted structural fill. Given the presence of undocmnented fill soils within the building pad, overexcavation and replacemetit of thesc materials will bc necessary. Given that some of the foundstions will be suppoRed on J-1443,022604 ; \l0 ,