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2014-08-04_REVISION - M1981185
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2014-08-04_REVISION - M1981185
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Last modified
6/16/2021 6:05:42 PM
Creation date
8/13/2014 9:31:42 AM
Metadata
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Template:
DRMS Permit Index
Permit No
M1981185
IBM Index Class Name
Revision
Doc Date
8/4/2014
Doc Name
TR2 As Builts- Part 1
From
WMC
To
DRMS
Type & Sequence
TR2
Email Name
DMC
Media Type
D
Archive
No
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slope and on both sides of the road at the drainage crossing (Figure 1). Photos of the road and <br /> retaining walls are presented in Figures 2 through 9. <br /> Retaining Wall <br /> As shown in the photos, the retaining walls consist of timber retaining structures consisting of <br /> vertical logs embedded an unknown depth into earth, horizontal logs placed, in some cases, <br /> against the vertical members to retain fill materials placed behind the wall, and, in some <br /> instances, horizontal members situated at approximate right angles to the wall face to provide <br /> additional resistance to earth pressures. Some horizontal members are strewn over the hill side <br /> providing little or no earth retainment; others are lashed to the vertical members on the <br /> downstream side of the wall via steel cable. In some instances, the steel cable is being used to <br /> retain vertical (and some cases) horizontal members. In one instance, the cable is anchored to an <br /> upslope vertical member(Figure 8); in other instances, to what the cable is anchored to is not <br /> known. Vertical members on cut-fill portion of the road are leaning downslope up to 20 degrees <br /> from vertical. <br /> Test Pits <br /> As shown in Table 1, our test pits encountered a dark brown gravelly, clayey sand fill, 5 to 8 feet <br /> thick. Hard, strong bedrock similar to the materials exposed in the cut slope was encountered <br /> below the fill. This material was dense to an approximate depth of 12 inches, and relatively <br /> loose below. The fill was dry to moist over the upper approximate 12 inches, and moist to wet <br /> below. Occasional cobbles up to 14 inches in longest dimension were encountered in Test Pit#1 <br /> and Test Pit#2, primarily near the bottom of the test pits near the fill/bedrock contact. Test Pit <br /> #2 encountered bedrock at 5 feet below grade approximately 3 feet from the bottom of the <br /> adjacent cut slope (shown as Test Pit#2a in Table 1) and at 8 feet, approximately 8 feet from the <br /> bottom of the cut slope (Test Pit#2b in Table 1). Laboratory test results, summarized in Table 2, <br /> indicate the Unified Soil Classification of the fill material is SC. <br /> May 2�6`h Report <br /> Density test were performed on the upper 6 inches of the roadway subgrade. Test results <br /> indicated relative compaction values greater than 97 percent compaction per ASTM D698. <br /> Atterberg limits results are similar to those obtained from this investigation. No conclusions <br /> regarding roadway stability was contained in the May 26`h report. <br /> Conclusions <br /> On the basis of our geotechnical reconnaissance, we conclude that the road can be used for the <br /> purposes intended, provided the recommendations summarized in this report are incorporated <br /> into the efforts to complete the road. The road appears to be in relatively good condition. Minor <br /> cracking was observed at cut fill transitions; however, no slumps or severe depressions were <br /> observed in the road. The cut slopes in the through-cut section are performing well. The cut <br /> slopes in the cut-fill section are steep but the rock is generally strong and hard and the rock <br /> May 30, 2010 <br />
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