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GEODESIrNu FIELD REPORT 2 of 4 Project Name: Everett River Front-Simpson Report: 051 —_ GeoDesign#: Polygon-127-03 _ Date: 06/15/2017 Reports with Unresolved Nonconformance Issues: Permit: P W 1505-005 Nick Abdelnour(Polygon) 1 Randy Allen(City of Everett) I Weather: Clear, 60-70's Ron Bowen(Polygon) Eddy Stevens(Polygon) ; Arrival/Departure: 1030/1600 Distribution: Doug Ross(Polygon) Kirk Keck(City of Everett) —— i Paul McKee(City of Everett) Dave Foster(City of Everett) Prepared By: Ben Weinberg Attachments: m Site Plan(s) m Density Test Summary Signature: -�✓ _ ❑ Installation Records m Other Reviewed By: • SUMMARY of OBSERVATIONS (CONTINUED): LOT 258: Today, GeoDesign noted that DDS had completed excavation of the foundation and crawl space area for Lot 258. The exposed foundation subgrade material consisted of a gray silty SAND (f-m)with gravel (f-c)which could generally be probed less than 3 inches using a 1/2 inch diameter soil probe and required approximately 1 foot of over-excavation. Relative compaction of the exposed foundation subgrade material was tested using a Troxler Moisture-Density gauge; in-place density tests indicated that the material had been compacted to greater than 95% of its maximum dry density as determined by a Modified Proctor analysis. GeoDesign notified the contractor that the lot area was currently suitable for placement of structural backfill material. It is GeoDesign's understanding that the over-excavated area will be backfilled with a 2-inch clean crushed railroad ballast material next week. LOT 241: Today, GeoDesign noted that DDS had completed excavation of the foundation and crawl space area for Lot 241. The exposed foundation subgrade material consisted of a gray-brown silty SAND (f-m)with gravel (f-c)which could generally be probed less than 1 inch using a 1/2 inch diameter soil probe and required approximately 4 inches of over-excavation in scattered pockets across the foundation area. During excavation, GeoDesign noted the toothed excavator bucket had significant difficulty cutting the soil to plan bottom of footing; the surrounding ground did not exhibit any signs of deflection under the load of the excavator bucket. Soil exposed at the base of the 1 foot deep excavation for the crawl space drain was similarly difficult to excavate. GeoDesign notified the contractor that the area was suitable for placement of backfill material. A summary of our observations can be found in the attached Figure 1 and Nuclear Density Gauge Data. This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering or environmental services.We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not indude supervision or direction of the contractor,the contractor's employees or agents. Our firm is not responsible for site safety.This field report is a DRAFT representation of our field observations,testing,and preliminary recommendations.The report can only be considered final upon review of the GeoDesign project manager,as indicated by initials in the"Reviewed By"section. 10700 Meridian Avenue North,Suite 402 I Seattle,WA 98133 I 206.838.9900 l 2502 Jefferson Avenue I Tacoma,WA 98402 I 253.203.0095 , �U