FHWA > Engineering > Pavements > Concrete > High Performance Concrete Pavements: Project Summary > Chapter 26 
High Performance Concrete Pavements

DESIGN CHARACTERISTICS  RECOMMENDED RANGE OR VALUE  

PERFORMANCE CLASSIFICATION 1  PERFORMANCE CLASSIFICATION 2  PERFORMANCE CLASSIFICATION 3  
System Parameters  
ESAL applications, millions  50150  > 150  
Maximum bearing stress, lbf/in^{2}  2  4  6 
Limiting IRI rating  1.5  1.75  
Limiting faulting, in./mi  20  15  10 
Limiting transverse cracks/mi  30  20  
Design life, years  20  30  > 40 
Design reliability, %  7585  8595  
Terminal serviceability index  2.5  3  
PCC Slab Materials  
Modulus of rupture, lbf/in^{2}  500650  650700  > 700 
Elastic modulus, lbf/in^{2}  2550  50100  > 100 
Freezethaw (ASTM C666), %  6080  > 80  
Scaling (ASTM C672)  x = 4, 5  x = 2, 3  x = 0, 1 
Abrasion (ASTM C94490a)  12  0.51  < 0.5 
Permeability (ASTM C1202), coulombs  1000  2000  3000 
Coarse aggregate (AASHTO M8087), class  D  C  B 
Fine aggregate (AASHTO M693), class  B  A  
Slab Constructibility  
Fast track, hours to 3000 lbf/in^{2}  < 24  < 18  < 12 
Slab Performance  
Mean friction number (ASTM E 274)  4050  3540  3035 
Initial smoothness (profilograph), in./mi  9  7  6 
Texture (ASTM E965), in.  0.13  0.130.25  0.250.30 
Joint Materials  
Rubberized asphalt (ASTM D1190, D3405), %  1520  2030  > 30 
LowModulus rubberized asphalt (ASTM D3405), %  3040  4050  > 50 
Nonselfleveling silicone (ASTM D3893), %  3040  4050  > 50 
Selfleveling silicone (ASTM D3893), %  3040  4050  > 50 
Preformed compression seal (ASTM D2628), %  4565  6585  > 85 
Joint Constructibility  
Load transfer coefficient, J  3.03.2  2.83.0  < 2.8 
Joint Performance  
Joint faulting, in.  < 0.13  < 0.10  
Base Materials  
Liquid limit (AASHTO T89)  2528  2832  > 32 
Plastic limit (AASHTO T90)  < 10  < 20  
Abrasion (ASTM C131)  50 max  
Drainage coefficient, C_{d}  0.91.1  1.11.2  > 1.2 
Stabilized base kvalue, lbf/in^{2}/in.  100200  200300  > 300 
Subgrade kvalue, lbf/in^{2}/in.  100  150200  200250 
Subgrade California bearing ratio, %  6070  7080  > 80 
Base Constructibility  
Inplace recycling, %  < 10  < 20  < 30 
Speed, ft/day  < 500  < 1500  < 3000 
Base Performance  
Erosion resistance (cementtreated base), %  35  57  78 
Friction coefficient, f  0.91.2  1.22.0  > 2.0 
The High Performance Concrete Pavement Optimization Program is available for use by State highway agencies (Goodspeed 1999). The computer program allows for one or more key design variables to be selected for optimization subject to certain constraints. Generally, slab thickness is the design variable that will be optimized, although other design variables, such as joint spacing or PCC compressive strength, can also be selected for optimization.
When optimizing, acceptable ranges must be entered for each variable being optimized. Furthermore, a cost equation must also be defined for each variable being optimized. The cost equation relates the cost of the variable to the design of the pavement system. Several default cost equations are provided for key variables, but users may also define their own unique cost equations (Goodspeed 1999).
Constraint parameters for various performance indicators must also be defined. These are generally equations that link the different design variables to pavement performance. Again, several default constraint parameters are contained in the program (for example, the 1993 AASHTO design procedure [AASHTO 1993] and the 1998 AASHTO Supplement [AASHTO 1998]), but users may define their own unique performance equations (Goodspeed 1999).
After defining the optimization variables and the constraint parameters, the user runs the optimization program to obtain the cost result and the values associated for each optimization variable. A summary report window is generated that summarizes the selected constraint equations, the optimization variable limits, the parameters, the cost equation results, and the optimized variable results (Goodspeed 1999).
The software program is currently available and free upon request. The software can be requested from either the New Hampshire Technology Transfer (T^{2}) Center or the Florida T^{2} Center:
Charles Goodspeed
University of New Hampshire
Kingsbury Hall
Room 236
Durham, NH 03824
(603) 8621443
chgi@cisunx.unh.edu
Gib Peaslee
University of Florida
Civil Engineering Department
Transportation Research Center
P.O. Box 116585
512 Wiel Hall
Gainesville, FL 326116585
(352) 3922371, ext 245
gib@ce.ufl.edu
Charles H. Goodspeed
University of New Hampshire
Kingsbury Hall, Room 236
Durham, NH 03824
(603) 8621443
chgi@cisunx.unh.edu
American Association of State Highway and Transportation Officials (AASHTO). 1993. Guide for Design of Pavement Structures. American Association of State Highway and Transportation Officials, Washington, DC.
. 1998. Supplement to the Guide for Design of Pavement Structures. American Association of State Highway and Transportation Officials, Washington, DC.
Goodspeed, C. H. 1999. High Performance Concrete for Bridge and Pavement Applications. CDROM (with HPCP definitions, presentation files and computer program). Durham, NH.
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Office of Asset Management, Pavements, and Construction
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