4514 RIVERFRONT BLVD 2019-03-14 - Laserfiche WebLink

GEODESIGNu FIELD REPORT 1 of 4 Project Name: Everett River Front-Simpson Report 093 GeoDesign#: j Polygon-127-03 Date: 2/2/2018 Reports with Unresolved Nonconformance Issues: Permit: PW1505-005 Nick Abdelnour(Polygon) Randy Allen(City of Everett) Weather: Cloudy, 40's Ron Bowen(Polygon) Eddy Stevens(Polygon) Arrival/Departure: 0830/1100 Distribution: — Doug Ross(Polygon) Kirk Keck(City of Everett) Paul McKee(City of Everett) 1 Dave Foster(City of Everett) Prepared By: Ben Weinberg, EIT ® Site Plan(s) m Density Test Summary l Signature: Attachments: D Installation Records ❑ Other Reviewed By: • PURPOSE of VISIT: GeoDesign representative, Ben Weinberg,was on-site part time at the request of Craig with DDS to observe foundation subgrade for Lot 213, 214, 215, and 216. SUMMARY OF OBSERVATIONS: Lot 213: Previously, GeoDesign observed the removal of approximately 5-6 feet of unsuitable fill material and replacement with cement-treated soil beneath the building area for Lot 213 in August 2017. Today, GeoDesign noted that the exposed foundation soils were nearly saturated and could be probed 2-3 feet using a 1/2 inch diameter soil probe; Craig with DDS stated that he advanced a probe approximately 5 feet below ground surface the previous day. Based on the performance of the material, the previous cement treatment of the soil was ineffective when the soil was exposed to nearly saturated conditions.The exposed foundation soils are unsuitable for support of the intended structure and should be removed and replaced with structural fill material. Lot 214: Today, GeoDesign noted that DDS had completed excavation of the footing and crawl space area for Lot 214. According to Craig with DDS, the lot area was covered in 6 inches to 1 foot of loose saturated material that required removal to expose underlying firm and unyielding soils; it is our understanding that overall grades across the lot area will be adjusted with 2-inch clean crushed rock material compacted into a firm and unyielding mass. The exposed footing subgrade soil generally consisted of a gray-brown silty AND with gravel that could probed less than 2 inches using a 1/2 inch diameter soil probe. Relative compaction of the footing subgrade soils was tested using a Troxler Moisture-Density gauge; in-place density tests indicated that material had been compacted to greater than 95% of its maximum dry density as determined by a Modified Proctor analysis. GeoDesign identified an approximately 6 foot section along the east perimeter foundation area which could be probed 1-2 feet using a 1/2 inch diameter soil probe. We notified the foundation excavation subcontractor that the area was unsuitable for support of the intended structure and recommended that it be removed and replaced with structural fill material. While on-site GeoDesign observed the over-excavation of the soft area down to firm and unyielding soil. It is our understanding that the over-excavated area will be backfilled with a 2-inch clean crushed rock material compacted into a firm and unyielding mass. 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 include 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 2502 Jefferson Avenue I Tacoma,WA 98402 I 253.203.0095 % 1