3005 PANAVIEW BLVD 2016-01-01 MF Import

. - �� , a �� SLP 1S 1��`� David G. Hanson E-2133 october z6, 1983 CITY OF EVERETT, page 2wo Inspection Dep� native soil is the dense silty gravelly sand as exposed in the eouth test pit, the following allowable vertical loads may be assumed: Penetration into Allowable Hearin Soil (feet) load (tons) 5.0 min mum 10 10.0 20 15.0 30 The piers should be designad by a structural engineer. Floor Slabs The building floor may be supported by slab-on-grade provided a six inch layer of clean washed rock is placed under the slab and the slab is reinforced with moze than the minimum amount of steel. If possible, the slab should not be tied structurally to the pier caps and foundation walls. Draine Footing drains should be provided around the base of the pier caps. The invert should be at least six inches below the bottom of the slab. The drains ahould be surrounded by at least six inches of washed rock and two feet of free-draining soil should be placed adjacent to the basement walls. The footin3 drains shoul3 be separate from the roof drains until well away from the founda- tion. The drains should be tight-lined to a atorm drain or to the base of the slope. A toe drain should be provided at the base of the fill slope to the east, if additional fill is pl�ced on the slcpe. Tt:e drain may be constructed of free-draining gravel wrapped in filter fabric. Slope Stability It is our opinion that the present slope is only marginally stable and the loose fill placed on the slope is unstable. We recommend that the slope anqle be increased to 2.5:1 (H:V) or the piers be designed to resist the lateral load if the slope fails. The slope fill should be placed as shown on the attached plate. If the slope is not flattened, the piers should be designed to reaist a lateral force equivalent to that exerted by an equivalent fluid having a density of eighty (80) pounds per cubic foot (pcf) acting over twice the pier diameter. The lateral load may be Earth Consultants, Inc.