915 88TH ST SE 2018-01-02 MF Import

NOV-30-1992 Oe:40 FFOM C >T,!rc. 1,Q—r 63 10 12063536501 P.01 Crest Engineering Incorporated P.O. Box 97n 5 n A00 onner,Pearle ,lessen Way I L lJ LaConner, VA 98257 (206)466-1006 Fax (206) 466-1310 NOV 3 0 1 November 27, 19921•, , Bill Langus Cronin Homes, Inc. 713 SE Everett Nall Vy., Ste. C Everett, VA 982DA RE: GEOTECHNICAL INVESTIGATION OF LOT 63, CASCOE VIEW TRACTS, EVERETT, VA. q l � �c�3 This letter is written pursuant to your request for a site investigation of the subiect lit regarding the bearing capacity of the soils, and their resistance to -sliding. On the date of this letter, I inspected the site and took penetrometer readings of the native soils at varying depths of up to seven feet. The penetrometer tests were taken in the cut banks which extend into the future basement. The site slopes approximately 15% (at the steepest) from the hi3h point on the west, downhill to the east. The entire site is in cut material, ex:ept for part of the north, and the east -most walls. Penetrometer readings of the native soil ranged from 2,000 to 2,500 pounds per square foot (psf). The apparent problem lies with the bearing and stability conditions at the downhill wall location. I Investigated the soils at the east most wall (the downhill side) and found that, as Mr Cronin had stated, a three foot wide trench had been dug approximately 1-1/2 feet deep in fill material to the depth of original ground, and backfilled with pea gravel. Mr. Cronin reportedly intends to construct a wall on top of the pea gravel, with the base of the footing resting directly on the gravel. I see no problem with this. Pea gravel over native soil should provide adequate bearing capacity for the Intended two story house. Regarding the probability that there will be any soils bearing failure which results in uneven settlement or sliding, It is my opinion that the chances of this happening are very minute. My reasoning is that the foundations for the entire house will be resting on either cut material, or pea gravel which is resting on undisturbed native or cut materiai. The east and north walls should have approximately as much bearing support as the other walls because the pea gravel is essentially 100% compacted, and below the pea gravel is native undisturbed soil. If the native soils are non -homogeneous, and exhibit different bearing capacities over the limits of the site, some differential settlement could occur. I believe that the chances for detrime..;:al damage due to this are remote however, due to the fairly uniform penetrometer readings I observed over the depth of the seven foot cut bank. 1