Quantifying Moisture Effects in DCP and LWD Tests Using Unsaturated Mechanics
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Quantifying Moisture Effects in DCP and LWD Tests Using Unsaturated Mechanics
Published Date
2014-02
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Minnesota Department of Transportation Research Services & Library
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Report
Abstract
Minnesota counties and the Minnesota Department of Transportation (MnDOT) use the Dynamic Cone Penetrometer (DCP) and the Lightweight Deflectometer (LWD) for in situ evaluation of stiffness and strength of
soil and aggregate bases. The in situ test of choice (DCP or LWD) varies somewhat by county and region, depending partly on the local soil conditions and partly on historical preferences. The LWD is considered a measure of modulus while the DCP is considered a measure of shear strength. Recent field and laboratory tests
have provided calibration for these tests for several specific granular samples. However, the results are likely less
reliable for a broader range of potential granular materials used for granular bases.
The objective of this research is to build on a mechanistic model developed for dry aggregate bases under LRRB INV 850 to increase its applicability to more materials and tests used in Minnesota. There were three primary thrusts to these new additions: (1) A model for the LWD test has been added so that computational predictions for DCP tests could be compared with those from LWD tests; (2) Particle-scale models for moisture and fine particle content have been included for the user to input these among the other existing material input parameters, and (3) Analogous algorithms have been developed for the DCP and LWD tests to be used with PFC3D, a commercial
code maintained by Itasca Consulting Group.
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Department of Civil Engineering, University of Minnesota; Minnesota Department of Transportation Research Services & Library
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Tan, Danielle; Hill, Kimberly; Khazanovich, Lev. (2014). Quantifying Moisture Effects in DCP and LWD Tests Using Unsaturated Mechanics. Retrieved from the University Digital Conservancy, https://hdl.handle.net/11299/163421.
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