Effects of Subsurface Drainage on Pavement Performance: Analysis of the SPS-1 and SPS-2 Field Sections (2007) / Chapter Skim
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Pages 33-43
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33 Field Testing Procedure Pilot testing of the procedure and equipment developed for determining the flow rate of water through the subsurface drainage systems in the SPS-1 and SPS-2 sites was conducted at the SPS-1 and SPS-2 sites in Arkansas and at other, non-LTPP sites in Wisconsin. Based on that testing, some improvements were made to the procedure before flow rate testing was conducted at the remaining SPS-1 and SPS-2 sites.
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34 Figure 43. View from shoulder and close-up view of overgrown drainage outlet, Michigan SPS-2.
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35 Figure 46. View from above and close-up view of overgrown drainage outlet, Delaware SPS-2.
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36 Figure 49. Drainage outlet before and after being uncovered, Florida SPS-1.
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37 Figure 53. Coring by state DOT personnel, Arkansas SPS-1.
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38 Figure 55. Measuring distances between core hole and drainage outlet.
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39 Figure 60. Flow meter.
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This equation can be rearranged as follows to solve for the hydraulic conductivity, k, as a function of a known flow rate, hydraulic gradient, and area: k = Q / i A For this study, the variables in the above equation are defined as follows (and illustrated in Figures 68 and 69) : k = estimated hydraulic conductivity of PATB (ft/day)
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Longitudinal grade (%) : 0.8 Distance measures (ft)
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Water inflow stopped (gal) : 83 Cross slope (elevation measures)
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L (ft)
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