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REV100964
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Entry Properties
Last modified
8/25/2016 1:11:28 AM
Creation date
11/22/2007 12:41:22 AM
Metadata
Fields
Template:
DRMS Permit Index
Permit No
C1996083
IBM Index Class Name
Revision
Doc Date
10/18/2002
Doc Name
Geotechnical Data Report - Bruce Park Dam
From
GEI Consultants, Inc.
Type & Sequence
TR22
Media Type
D
Archive
No
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Geotechniwl Data Report Bruce Park Dam <br />Bowie Resources, Limited <br />April 200't <br />5.3 Mechanical Grain Size Analysis with Hydrometer <br />Mechanical gain size and hydrometer analyses were performed on four samples; two <br />samples of "new" embankment fill, one sample of "old" embankment fill, and one sample of <br />foundation material. The mechanical grain size analysis and hydrometer test (ASTM D-422) <br />aze used to determine [he size and distribution of the particles in a soil. The mechanical grain <br />size analysis is used for the coarse fractions and the hydrometer analysis for [he fine <br />fractions. <br />The coazse fraction (sand and gravel) in the "new" embankment fill ranged from 10.4 to 25.6 <br />percent. The fine fraction (silt and clay) ranged from 74.4 to 89.6 percent. The coarse <br />fraction in the "old" embankment fill was 2~.2 percent and the fine fraction was 74.8 percent. <br />The coarse fraction in the foundation material was 30.4 percent and the fine fraction was 69.6 <br />percent. Grain size distribution curves for each sample are provided in Appendix C. <br />5.4 Standard Proctor Compaction <br />Proctor compaction tests provides a relationship between moisture content and dry density of <br />a soil subjected to a particulaz compaction effort. Standazd Proctor compaction tests (ASTM <br />D-698) were performed on one sample each of "new" and "old" embankment fill. The <br />maximum dry density of the "new" embankment fill sample is 103.E pounds per cubic foot <br />(pcf) at an optimum moisture content of 20.3 percent (by weight). The maximum dry density <br />of the sample of "old" embankment fill is 104.3 pcf at 19.9 percent moisture. <br />5.5 Unconfined Compressive Strength <br />Unconfined compressive strength (ASTM D-2938) testing was performed on one sample of <br />sandstone bedrock from the foundation to evaluate shear strength. The measured unconfined <br />compressive strength of the sandstone was 1,750 pounds per squaze inch (psi). <br />5.6 Hydraulic Conductivity, Triaxial Back Pressure Method <br />Hydraulic conductivity was measured on undisturbed Shelby samples collected from the <br />"new" and "old' embankment fill. The hydraulic conductivity was measured using the <br />triaxial back pressure method in a thin-wall permeameter (ASTM D-X084). The hydraulic <br />conductivity of the sample of "new" embankment fill is 6.2 x 10-9 centimeters per second <br />(cm/sec). The hydraulic conductivity of the sample of "old" embankment fill is 3.7 x 10-9 <br />. cm/sec. <br />GEI Consultants, Inc. to 59352 Jtsa-~6 Geoiecnmcai Oau Repm <br />
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