1625 ENGLAND AVE 2016-01-01 MF Import

03-07-'08 13:91 FROM-Nelson Geotechnical 425-481-2510 T-951 P002/002 F-894 ( FIELD REPORT , CGF��r 3 -auz- 1vELSON Project: Hettinger Residence File No.: 7520B08 GEOTECHNICAL Owner: Date: 3/7/08 ASSOCIATES, TNC C.ocation: 1625 England Avenue Report No: ] 1�3 i 1 135TM Ave.NE Nn-5o0 Weather: Mostly Cloudy, 50's Page: 1 of 1 Woodinvllle,WA 98072 Purpose of (425)48G-1 G69 FAX 481-2510 Visit: Site Evaluation $y: $b We visited die site at the request of Doug Hettinger to evaluate earthwork activities at the planned residence at 1G25 England Avenue in Everett, WA. • Upon arrival, wc met with Doug. He informed us that the foundations along the westem wall of the excavation were closer than the recommended 10 feet. We observed ihat the foundation forms and rebar were placed on for d�e entire residence. A(ong the western side of d�e house, the distance &om the cut wall to tlie fom�s was approximately 6 feet, and die distance iti the northwestern comer was approximately on to two feet. Tlie lieiglu of the cut wall varied from approximately 7 to 10 feet in lieight. We observed an approximate 10- foot section of the wall that had been undercut. The soil exposed consisted of approxunately two to tltree feet of topsoil and weathered 6ne to medium sand underlain by light brown-grny, finc to medium sflnd. \�Ve evaluated the soil in the cut wall by probing with a %a-inch diameter probe rod under moderate pressure mid found that the soil was penetrated approximately '/. to %z inch, We interpreted it to be dense. It is ottr opinion u�at the cut slope is relatively stable, but there is some risk if the cut is to remain opeti for an exteiided period of ti►ne. We recommend that the wall be backfilled as soon as possible. We also recommend that we reh�rn to die site once u week prior to die pouring of the wall to re-evahiate the cut slope. We also recommend that no loads sl�ould be placed above the cut wall and thet people are not allowed to walk directly above the wall. Nelson Geotechnieal Associates, Inc. assumes no responsibility forjo6 site safety. Job site safery is the sole responsibility of the project contractor. During a previous visit, we observed that the sub�ude esposed medium dense or better native sand. Today, we observed that the foundation areas were coveted with one to three feet of 2- to 4-inch rock spalls. The rock spalls stiould provide adequate support for the planned loads. In our geotechnicnl report titled "Geotecimical Engineering Evaluation — 1625 England Avenue — Bverett, Washington," dated Febniary 21, 2008, and in a memorandum dated �ebniary 4, Z008, we recommended a bearing capacity of 2,000 pounds per square foot (ps�. We have reviewed the plans and design parmneters and the bearing capacity is in compliance with our recommendations. We have bee�t providing construction monitoru�g services on a part time basis. Our opinions and recouunendations are besed on our on-site observations only. Attachment: Signe,�ci,�i '�� \ Dislribution: �,�p t---,