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Kirkland | Tacoma | Mount Vernon 425-827-7701| www.aesgeo.com
Date Mailed:
Principal / PM: Bruce Guenzler, L.G., L.E.G.
This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager
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FIELD REPORT
Date Project Name Project No. Report No.
08/25/2022 Renton Elementary School 16 20180398E003 055
Location Municipality AESI Project Manager AESI Field Rep
1075 Duvall Ave NE Renton Bruce Guenzler, L.E.G. Samantha Parker
Permit No. Client/Owner Attn Requested By
B21004604 Renton School District No. 403 Ed Thomson Contractor
Engineer/Architect General Contractor Grading Contractor Weather
CPL / Hutteball + Oremus Cornerstone/Kyle Continental Dirt Contractors/ Jerry Jr. Sunny, 80’s
THE FOLLOWING WAS NOTED:
Associated Earth Sciences Inc. (AESI) was on-site in the morning for observation of subgrade in Stormwater Detention Facility 2, and
storm line backfill at the request of Jerry Jr. of CDC.
Stormwater Detention Facility 2
While on-site, we observed that the contractor completed approximately 120’ of the excavation for Stormwater Detention Facility 2.
The area had been prepared prior to our arrival, by removing approximately 5’ to 0.5’ of existing material, trending shallower
towards the western edge. CDC had used a vibratory roller to compact the subgrade. AESI used a ½ diameter steel soils T-probe to
assess the subgrade conditions. Generally, the area probed less that 2” under full body weight. In our opinion, based on our
observations we found the area observed today to be firm and unyielding and suitable for support of Stormwater Detention Facility
2. See Figure 1 for location of observed area today.
Storm Line Backfill
While on-site, we observed that approximately 1’ to 3’ storm line backfill had been placed in the areas indicated in Figure 2. The
backfill, consisting of on-site soils and in one short 1’ deep section, consisting of 5/8” minus crushed rock, was placed in 1’ lifts and
compacted with a hoepac and large single drum vibratory roller. AESI used a density gauge to test the areas where onsite materials
had been used. Test results met or exceeded 95% compaction (Table 1). In the shallow section, noted in Figure 2, AESI used a ½
diameter steel soils T-probe to assess the subgrade conditions. Generally, the area probed less that 2” under full body weight. In our
opinion, based on our observations and test results, we found the observed area of the storm line backfill, to be firm and unyielding
and suitable for support of planned paving.
Table 1: Compaction Test Results
Test
No. Location
Approximate
Backfill Depth
Relative to Existing
Ground Surface (ft)
Proctor
(ASTM D1557)
Dry Density
(pcf)
Moisture
%
Compaction
% Pass/Fail Notes
1 See Figure 2 0 126.9/10.5 119.9 5.8 95 Pass
2 See Figure 2 0 129.9/9.2 128.2 7.9 99 Pass
3 See Figure 2 0 126.9/10.5 120.1 6.4 95 Pass
4 See Figure 2 0 126.9/10.5 119.9 6.8 95 Pass
5 See Figure 3 0 126.9/10.5 120.0 5.1 95 Pass
6 See Figure 3 0 126.9/10.5 119.9 6.8 95 Pass
7 See Figure 3 0 126.9/10.5 123.4 6.3 97 Pass
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Date Project Name Project No. Report No.
08/25/2022 Renton ES 16 20180398E003 055
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FIELD REPORT
Figure 1. Sheet C2.0 The observed area of Stormwater Detention Facility #2 is indicated in blue. North is to the right of the
figure.
Facility #2 – Approximately 120’ of
excavation complete.
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Date Project Name Project No. Report No.
08/25/2022 Renton ES 16 20180398E003 055
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FIELD REPORT
Figure 2. Sheet C2.1 The approximate location of storm line backfill observed today is indicated in green. The location of
the shallow section observed through hand probing is indicated in blue. North is to the right.
Photo 1. The subgrade area prepared for Facility #2 observed today.
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