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3005 PANAVIEW BLVD 2016-01-01 MF Import
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3005 PANAVIEW BLVD 2016-01-01 MF Import
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Last modified
2/24/2017 10:54:32 AM
Creation date
2/24/2017 10:54:23 AM
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Address Document
Street Name
PANAVIEW BLVD
Street Number
3005
Imported From Microfiche
Yes
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. - �� � �, a �� � <br /> SLP 1S 1��`� <br /> David G. Hanson E-2133 <br /> october z6, 1983 CITY OF EVERETT, page 2wo <br /> Inspection Dep� <br /> native soil is the dense silty gravelly sand as exposed in the <br /> eouth test pit, the following allowable vertical loads may be <br /> assumed: <br /> Penetration into Allowable <br /> Hearin Soil (feet) load (tons) <br /> 5.0 min mum 10 <br /> 10.0 20 <br /> 15.0 30 <br /> The piers should be designad by a structural engineer. <br /> Floor Slabs <br /> The building floor may be supported by slab-on-grade provided <br /> a six inch layer of clean washed rock is placed under the slab and <br /> the slab is reinforced with moze than the minimum amount of steel. <br /> If possible, the slab should not be tied structurally to the pier <br /> caps and foundation walls. <br /> Draine <br /> Footing drains should be provided around the base of the pier <br /> caps. The invert should be at least six inches below the bottom <br /> of the slab. The drains ahould be surrounded by at least six <br /> inches of washed rock and two feet of free-draining soil should be <br /> placed adjacent to the basement walls. The footin3 drains shoul3 <br /> be separate from the roof drains until well away from the founda- <br /> tion. The drains should be tight-lined to a atorm drain or to the <br /> base of the slope. <br /> A toe drain should be provided at the base of the fill slope <br /> to the east, if additional fill is pl�ced on the slcpe. Tt:e drain <br /> may be constructed of free-draining gravel wrapped in filter <br /> fabric. <br /> Slope Stability <br /> It is our opinion that the present slope is only marginally <br /> stable and the loose fill placed on the slope is unstable. We <br /> recommend that the slope anqle be increased to 2.5:1 (H:V) or the <br /> piers be designed to resist the lateral load if the slope fails. <br /> The slope fill should be placed as shown on the attached plate. <br /> If the slope is not flattened, the piers should be designed to <br /> reaist a lateral force equivalent to that exerted by an equivalent <br /> fluid having a density of eighty (80) pounds per cubic foot (pcf) <br /> acting over twice the pier diameter. The lateral load may be <br /> Earth Consultants, Inc. <br />
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