10105 19TH AVE SE Geotech Report 2018-01-02 MF Import

i � , . . Creotechnical Engineering Evaluation Everett Veterinary Clinic February 21, 2002 NGA File No. 342902 � Page 10 friction and shouid be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot I (pc�should be used for passive resistance design for a level ground surface adjacent to the footing. This level surFace should extend horizontally a distance equal to at least three times the depth of the footing. r These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate � values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the � foundahons should be poured "neaP' against the native medium dense soils or compacted fill should be � used as backfill against the footing. We recommend that the upper 1 foot of soil be neglected when calculating the passive resistance. I Slabs-on-Grade � Slabs-on-gmde should be supported on subgrade soils prepared as described in the Site Preperetloo rod Grading subsection of this report. We recommend that all floor slabs be underlain by at least 6 inches of � free-draining sand or gravel for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system t�allow free drainage from under the slab. A suitable Lvapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch-thick sand blanket may be used to cover the vapor barrier. This sand blanket is to protect the vapor barrier membrune and to uid in curing the concrete. !t will also prevent cement paste leaking down into the capillary bmak through the joints or tears in the vapor bacrier. ( Pavements IPavement subgrude preparotion, and structural filling where required, should be completed as � recommended in the Site Preparation and Grading and Structural FIII subsections of this report. The subgrndn should be proofrolled with a heavy, rubber-tired piece of equipment to identify soft or yielding areas that r..quire repair prior to placing the pnvement section. Areas that are observed to pump or weave should be overexcavated and replaced with structurnl fill. We should be retained to observe the proofroll test and provide subgrade repair recommendations,as needed. ; We referenced the 1993 AASHTO Guide for Design of Pavement Structures for the design of the pavement section. For pavement areas prepared as described above, we recommend using 3 inches of Class B asphalt supported on 6 inches of 1-1/4" crushed rock. This pavement section is based on the NELSON GEOTECHNICAL ASSOC/ATES, INC. ��