BEARING CAPACITY ANALYSIS OF PAVEMENTS

A multilayered, mathematical model for analyzing the ultimate bearing capacity of soil subgrades and asphalt pavements is presented. Theoretical considerations and mathematical derivations of limit equilibrium equations, based on plasticity principles, for analyzing the ultimate bearing capacity of soil subgrades and partially completed asphalt pavements, and the extension of these equations to the analyses of asphalt pavements composed of multiple layers, are presented. The model is unique since shear strength parameters, phi and c (the angle of internal friction and cohesion, respectively), are used to describe each layer of material of the pavement structure and a factor of safety against failure is calculated. Problems involving total stress and effective stress analyses may be solved using the new model. Theoretical derivations of the shear surface selected for the model analyses are presented. The theoretical failure mass consists of three failure zones: active and passive wedges connected by a central wedge whose shear surface is a logarithmic spiral curve. Credibility of the model is established by solving three classes of pavement bearing capacity problems. Bearing capacity factors are computed from the new theoretical model and compared to the classical bearing capacity factors (Prandtl). Solutions obtained from a two-layered, semi-empirical formula described by Vesic are compared to solutions obtained from the new mathematical model. Finally, factors of safety of asphalt pavements that failed during construction are analyzed. Factors of safety obtained from the model are compared to the failure factor of safety. These different analyses and comparisons show that the new model yields very reasonable solutions. Additionally, factors of safety of some 237 pavement sections of Loops 3, 4, 5, and 6 of the AASHO Road Test (1962) are computed and correlated to weighted, 18-kip, ESAL applications (P=2.0). Analyses of the AASHO (flexible pavement) Road Test Equation (1962) and the 1981 Kentucky asphalt pavement curves using the new model show that there are situations where these design methods may yield pavement designs that may fail. Analyses of soil subgrades under typical construction traffic loadings using the model show that subgrade CBR values should be in the range of about 6 to 8.5 to avoid bearing capacity failures during construction of subgrades and pavements. Several deficiencies of current design methods are identified and recommendations are made to correct these design and construction deficiencies.

• Record URL:
  http://uknowledge.uky.edu/ktc_researchreports/663
• Record URL:
  https://rosap.ntl.bts.gov/view/dot/40105
• Corporate Authors:

  University of Kentucky, Lexington

  Kentucky Transportation Center
  College of Engineering, 176 Raymond Building
  Lexington, KY  United States  40506-0281

  Kentucky Transportation Cabinet

  200 Mero Street
  Frankfort, KY  United States  40622

  Federal Highway Administration

  1200 New Jersey Avenue, SE
  Washington, DC  United States  20590
• Authors:
  • Hopkins, T C
• Publication Date: 1995-2-28

Language

• English

Media Info

• Media Type: Digital/other
• Pagination: 244 p.

Subject/Index Terms

• TRT Terms: Asphalt pavements; Bearing capacity; California bearing ratio; Coefficient of internal friction; Cohesion; Design methods; Effective stress; Equations; Failure; Mathematical models; Safety factors; Shear strength; Subgrade (Pavements)
• Identifier Terms: AASHO Road Test
• Uncontrolled Terms: Total stress
• Subject Areas: Design; Geotechnology; Highways; Pavements; Safety and Human Factors; I22: Design of Pavements, Railways and Guideways; I42: Soil Mechanics;

Filing Info

• Accession Number: 00798945
• Record Type: Publication
• Source Agency: University of Kentucky, Lexington
• Report/Paper Numbers: KTC-91-8,, Final Report
• Contract Numbers: KYHPR-88-121
• Files: NTL, TRIS, USDOT, STATEDOT
• Created Date: Sep 18 2000 12:00AM