Laboratory Dynamic Modulus of Asphalt Mixes and Resilient Modulus of Soils throughout New Mexico for the Implementation of Mechanistic Empirical Pavement Design Guide; Part 2: Laboratory Resilient Modulus of Soils

Details

• Alternative Title:
  Laboratory Dynamic Modulus of Asphalt Mixes and Resilient Modulus of Soils throughout New Mexico for the Implementation of Mechanistic Empirical Pavement Design Guide ; Part 1: Laboratory Resilient Modulus of Soils
• Creators:
  Rahman, Md Tahmidur ; Cabrera, Anthony Sebastian ; Tarefder, Rafiqul A.
• Corporate Creators:
  University of New Mexico, Albuquerque. Department of Civil Engineering
• Corporate Contributors:
  New Mexico. Department of Transportation. Research Bureau ; United States. Department of Transportation. Federal Highway Administration
• Subject/TRT Terms:
  Base Course (Pavements) Calcium Oxide Compressive Strength DARWin-ME (Computer Program) Dynamic Modulus Of Elasticity Flexible Pavements Laboratory Tests Mechanistic-Empirical Pavement Design Guide Soils Soil Stabilization Subgrade (Pavements) Superpave

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• Publication/ Report Number:
  NM11MSC-01
• Resource Type:
  Tech Report
• Geographical Coverage:
  United States ; New Mexico
• Edition:
  Final Report (Sept. 2010–August 2013)
• Corporate Publisher:
  New Mexico. Department of Transportation
• Abstract:
  Resilient modulus (MR) of soils is a well-accepted and essential parameter for structural design of flexible pavements using the Mechanistic Empirical Pavement Design Guide (MEPDG). A comprehensive laboratory study is undertaken to determine the resilient modulus (MR) and unconfined compressive strength (UCS) of untreated and lime treated subgrade soils and a granular aggregate base soil. Two subgrade soils: AASHTO class A-6 and A-7-6 and one granular base material (50%-50% Aggregate-RAP blend) are collected from US 491 and I-40 projects, respectively. Two lime percentages (5% and 7%) are selected on the basis of pH test. Cylindrical soil samples are prepared according to NCHRP 1-28A at different percentages of lime (0%, 5%, 7%) with three molding moisture contents: optimum moisture content (OMC), dry state (OMC-2%) and wet state (OMC+2%). MR test is conducted on the untreated soils and base materials following the AASHTO T 307 stress sequences. However, MR tests on lime treated soils are conducted with a modified stress sequence incorporated in the AASHTO T 307 procedure based on past literature and laboratory experience gained in this study. Test results reveal that MR and UCS values increase due to lime treatment depending on soil type and lime dose. A-6 subgrade soil shows MR and UCS values increase going from 5% to 7% lime dose. In A-7-6 soil, MR and UCS values decrease going from 5% to 7% lime dose. Compaction moisture affects MR and UCS values of lime stabilized soils more than untreated clayey soils. For granular base material, MR values increase with the increase of cell pressure and deviator stress, which was expected. In addition, regression coefficients (k’s) of MEPDG soil constitutive equation are developed for each soil for using in the MEPDG (now DARWin-ME) software.
• Format:
  PDF
• Funding:
  456-325
• Collection(s):
  US Transportation Collection
• Main Document Checksum:
  urn:sha-512:04c8024321f104847b5c41bebeb22ddbc1e97ec527c0c62a2d4d9e4f025c7aa740be5b5653e2d1b9ff490cae850019d762f412e76a1f79d405a528115cf475f9
• Download URL:
  https://rosap.ntl.bts.gov/view/dot/87305/dot_87305_DS1.pdf
• File Type:
  [PDF - 2.17 MB ]