01620197

Component

https://doi.org/10.3141/2641-04

South Carolina, like many states, is moving toward implementation of AASHTOWare Pavement ME Design. In South Carolina, asphalt base mixtures are commonly referred to as black base. Dynamic modulus values are a significant input required for asphalt mixtures. Moduli for the actual mixes that will be used to construct the pavement are unlikely to be available at the time the pavement is designed. Consequently, catalogues of values or prediction models based on state specification ranges must be used for design. Dynamic modulus tests were performed on four production mixtures, representing six of the seven districts of South Carolina, according to AASHTO TP 79-15. These data can be used as the beginning of a catalogue of asphalt base moduli. Comparisons between predicted moduli, generated with both the Witczak and Hirsch models, and measured data indicate the inclusion of reclaimed asphalt pavement must be accounted for in the selection of binder grade used in prediction models to accurately predict moduli. Mixes with greater than 30% binder replacement required a two-grade high-temperature and a one-grade low-temperature increase in stiffness. South Carolina will continue to use the 1972 AASHTO pavement design guide until Pavement ME is implemented. Use of asphalt base mix for pavements designed with the 1972 pavement design guide has declined in South Carolina in favor of options that appear to be less expensive. However, if the structural coefficients used for the materials are inaccurate, pavements designed with different layers will not perform similarly. According to the measured moduli, it is recommended that South Carolina increase the structural coefficient for asphalt base mixtures to 0.44.

01634655

17-05816

English

pp 21–28

2017

Transportation Research Record: Journal of the Transportation Research Board

9780309441995

Digital/other

Figures (5) ; References (14) ; Tables (6)

Asphalt mixtures; Base course (Pavements); Dynamic modulus of elasticity; Evaluation; Mechanistic-empirical pavement design; Reclaimed asphalt pavements

South Carolina

Design; Highways; Materials; Pavements

PRP, TRIS, TRB, ATRI

Dec 8 2016 12:20PM

• Application of the Texas Department of Transportation Continuous Deflection Device to Select Rehabilitation Strategies for Concrete Pavements
• Assessment of Using Inertial Profilers to Measure Ride Quality on Short Projects
• Backcalculation of Flexible Pavement Layer Moduli from Traffic Speed Deflectometer Data
• Characterization of Permanent Deformation Behavior of Silty Sand Subgrade Soil Under Repeated Load Triaxial Tests
• Determination of an Optimum Backcalculation Cross Section for Unconventional Pavement Profiles
• Development of a Mean Profile Depth to Mean Texture Depth Shift Factor for Asphalt Pavements
• Dynamic Backcalculation of Viscoelastic Asphalt Properties and Master Curve Construction
• Finite Element Framework for the Computation of Runway Friction of Aircraft Tires
• Finite Element Modeling of Permanent Deformation in the Loaded Wheel Tracker Test
• Implementation of the Structural Condition Index into the Louisiana Pavement Management System Based on Rolling Wheel Deflectometer Testing
• Implementation of the Thin Bonded Concrete Overlay of Existing Asphalt Pavement Design Procedure in the AASHTOWare Pavement ME Design Software
• Nondestructive In Situ Characterization of Elastic Moduli of Full-Depth Reclamation Base Mixtures
• Novel Macro- and Microtexture Indicators for Pavement Friction by Using High-Resolution Three-Dimensional Surface Data
• Research on Comfort and Safety Threshold of Pavement Roughness
• Simulation of Lightweight Deflectometer Measurements Considering Nonlinear Behavior of Geomaterials
• Study of Influence of Operating Parameters on Braking Distance
• Temperature Adjustment for Light Weight Deflectometer Application of Evaluating Asphalt Pavement Structural Bearing Capacity
• Wavelet Analysis to Characterize the Dependency of Vehicular Emissions on Road Roughness