Report (22) 33 -v
DESIGN= FIELD REPORT
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GDI Project Polygon-129-03 Prepared By: Kyle Hanson
Project Name: River Terrace East Date: 2/14/18
Location: ; SW Scholls Ferry&Roy Rogers,Bvrtn. Report#: 201
Arrival: 1045 Departure; 1245
Weather Sunny, 50s Permit#: TBD
Site Visit Requested By: Spencer(NEI); Ken(Polygon) Met With(on site): Keywest crew, NEI Crew,
Spencer(phone), Ken(phone)
Purpose. J Observe wall backfill and lots 2426, 66, 173-175
Outstanding Issues: 9 Proof roll road and curb base rock and repair as needed before paving
FR-58(12/06) Decommission temporary storm and sewer lines through Tract E
FR-177 soft fill from slope cut in lots 153, 154 and 155
Wall 21 &Wall N of Snowdale St.
Upon arrival, I observed Keywest had compacted previously observed non-compacted backfill for Lock+Load wall 21
(see site plan and FR200). Crew were not backfilling during our site visit. I was informed that backfill material was
3:"minus crushed rock sourced for Baker(Farmington).Compaction efforts were completed utilizing a large walk
behind plate compactor next to the wall and a small smooth drum roller for wall fill. Using a Troxler 3430 nuclear
density gauge, I tested the density of the granular backfill and compared the results against a lab produced proctor
(ASTM D1557)value of 127.2pcf at 13.6 percent optimum moisture content.Areas tested met or exceeded our
compaction recommendations of 95%compaction of maximum dry density value. I also observed subgrade for an
additional wall to be located north of Snowdale St. (see site plan). NEI crew informed me that 6"to 1' of crushed
rock base would be placed over the subgrade,which appeared to consist of brown sandy silt. I used a%Z"diameter
steel foundation probe to evaluate the consistency of the subgrade material and observed probe penetrations
indicated generally medium-stiff to stiff subgrade conditions today.
Lots 24-26(at SW Beach Plum)&Lot 66
I observed subgrade for lots 24-26 where shown on the attached site plan. The subgrade appeared to consist of
brown sandy silt,which was covered by approximately 2 inches of granular base. I used a W diameter steel
foundation probe to evaluate the consistency of the subgrade material (through the granular base);observed probe
penetrations indicated generally medium-stiff to stiff subgrade conditions today. I also observed lot 66(see site
plan);crew informed me that approximately 6"to 1'of 3/4"-0 crushed rock from Tigard Sand&Gravel had been
placed over subgrade. Probe penetrations with a W'diameter steel foundation probe indicated generally stiff
subgrade conditions today through the granular base. Pin resistances of the 1 foot thick backfill were observed.
The number of one-handed blows required to drive a 34"diameter steel foundation probe 1 foot into the crushed
rock indicated dense base conditions today.
Lots 173-175
NEI crew were not available to pothole/smooth surface spots for density testing. We recommend density testing of
the backfill material (see FR199)at the material surface and in contractor prepared potholes of approx. 2' in depth.
Conclusion
Based on observations,density testing, probing,and pin resistance, it is our opinion that the lots and wall
backfill/subgrade observed today,where indicated on the attached site plans, have been/are being prepared in
general accordance with our geotechnical recommendations.
9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com
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[ ..DESIGNk
FIELD REPORT
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Distribution:
Attachments:Site Plan/Map(3); NDGD(1)
Reviewed by:
This report presents opinions formed as a result of our observation of acdvides relating to geotsthnic l en¢newfng or erw*on nenral services.We rely on the contractor to comply with the plans and
specifications throughout duration of the project irrespective of the presence of our representate.air wodc does not indude supervision or direction of the=tractor,the contractor's employees
or agents,Our firm Is not responsible for sloe safety.This field report is a DRAFT representation of outfield recommendations.The report can only be
considered final upon review of the GeoDesign project manager,as indicated by initials in the'Reviewed 81'section..
Signature:
9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com