The structural mechanics analysis of the Portland cement concrete pavement (PCCP) is considerably complicated and distinctive. From the application viewpoint, the capabilities and characteristics of two typical professional finite element software products, named KENSLABS and EverFE, are analyzed. The similarities and differences between these two programs are compared. The comparisons focus on some key factors of modeling and solution strategies, such as element type, meshing, traffic load and temperature curling, boundary conditions, and contact conditions. Based on one specific case example, the two software products were conducted to demonstrate their main functions. The research results clarify the performance of the two software products for structural analysis of cement concrete pavement and indicate each application conditions from their respective features, which can provide valuable references for software users and program developers.
As an important part in the transportation infrastructure, Portland cement concrete pavement (PCCP) is generally regarded as a layered system composed of surface course, base course, subbase course, and bed course built on subgrade [
Carrying out the analysis of the PCCP structure can comprehensively obtain the mechanical response and failure mechanism under the traffic load, temperature gradient, and other environmental factors. It is of great significance for reasonable measures determination, design, and construction technology improvement. Traditional available analytical solutions may not realistically account for complex loads, mixed boundary conditions, and arbitrary geometry [
The finite element analysis (FEA) studies of the pavement structure currently available emphasize the basic theoretical aspects of the method with applications being presented to demonstrate the essential practical nature of the technique. However, as anyone who has ever tried to develop a finite element program will testify, there is an enormous gulf between the basic theory and a working computer code. In this paper, two typical finite element software packages for PCCP analysis—KENSLABS and EverFE—will be introduced to conduct comparisons from application viewpoints; that is, numerical model establishment, calculation solution strategy, and results postprocessing will be investigated in details. Then, one specific case example is going to be solved by both two programs, respectively, and the resulting differences between them will be discussed. For one thing, this study will help software users to improve these two programs application level. For another, the program developers will get valuable references from these comparisons to release more powerful specialized software. Finally, this study may improve numerical simulation implementation of the PCCP structure by large generalpurpose finite element software packages with theory development [
Similar to other finite element programs, both KENSLABS and EverFE contain three core components to conduct PCCP numerical analysis: numerical model establishment (preprocessing), calculation and solution, results output, and visualization (postprocessing). The details will be circumstantiated below. It should be pointed out that the DOS version of KENSLABS and the Windows version of EverFE 2.24 are discussed for parallel comparisons in this study while there are several versions available currently.
Macroscopically, both programs can be applied to a maximum of 9 slabs and 12 joints. However, surface course can be considered as onelayer or twolayer slabs in KENSLABS. There are three different types of foundations that can be assumed: dense liquid foundation (Winkler foundation), solid foundation, and layer foundation. When a dense liquid foundation is introduced, even the nonuniformity of the foundation can be taken into account. However, if a base or a subbase course is taken into consideration, a layer foundation is recommended for more realistic results. Symmetry of the model can be fully utilized in KENSLABS. As a result, the halfstructure or quarter structure can be introduced in analysis to save calculation time and data storage. But the slabs must be rectangular, and this is one minor limitation.
On the contrary, onelayer slab is a default setting in EverFE, and up to 3 elastic base layers can be specified. Each one of them is assumed to be perfectly bonded to the adjacent layer, and the uppermost layer can be completely unbonded with the slab. A tensionless or tensionsupporting dense liquid foundation underlies the bottommost layer. The effects of linear or nonlinear aggregate interlock shear transfer can be simulated at the joints. Two types of elements are utilized to discretize the dowel and tie bars, and the looseness and misalignment of the dowel bars can be modeled perfectly. Every dowel can be precisely located across the transverse joints in the numerical model. Contrary to KENSLABS, the full model must be adopted in EverFE. The slabs can be rectangular or quadrilateral, and this is more flexible than KENSLABS.
Thanks to the plate theory, KENSLABS was designed as a twodimensional (2D) FEM program. The slabs only need to be meshed on the plane. Nonetheless, it needs to be meshed by inputting the grid lines locations of each slab manually. When dividing the slabs into rectangular finite elements, it is not necessary to use very fine divisions. However, the regions near the load or around the area of interest must be meshed finer. In addition, due to the limitations of KENSLABS itself, the total number of nodes is limited to 420. Up to 15 nodes in the
The slabs will be divided evenly by EverFE according to the element number of three directions. Similar to KENSLABS, it is also required that the lengthtowidth ratio of elements needs to be less than 5. The total number of elements is theoretically unlimited in EverFE, and the solved problem scale only depends on the computer hardware configurations. Five types of elements are embedded in EverFE, as shown in Figure
Five types of elements embedded in EverFE [
Exposed to natural circumstances, the cement concrete pavement is affected by traffic loads, temperature gradient, and moisture gradient. Different specialized software products treat these factors differently. The following are some tips about the differences when using these two programs.
In terms of loads, rectangular uniformly distributed vertical loads, concentrated forces, and moments can be applied to the KENSLABS model. If uniformly distributed vertical loads are involved, the locations for four sides of the rectangular contact area need to be input manually. However, it is necessary to set the contact pressure for each wheel load area; namely, they can be different from each other. The coordinates of each contact area and the contact pressure should be determined according to the default coordinate system and axle weight prior to simulation. Then, the complex axle combinations can be considered in KENSLABS by adjusting the contact pressure and locations of each loading area, respectively. For fatigue cracking of the slabs caused by load reputations, damage analysis can be carried out to predict the cracking index and design life in KENSLABS. In EverFE, some commonly used axle combinations have been embedded, such as single wheel, singlewheel axle, dualwheel axle, singlewheel tandem, and dualwheel tandem. For each axle combination, load parameters can be adjusted according to the contact area, dual spacing, tandem spacing, and spacing between the center of the two sets of dual tires if needed. The contact pressure is calculated automatically on the basis of the contact area and the axle weight; namely, the contact pressure of each contact area should be same. Compared to KENSLABS, concentrated forces or moments cannot be modeled in EverFE.
In the aspect of thermal load, the linear temperature distribution along the thickness is the only selection in KENSLABS to simulate the thermal load. In contrast, temperature distribution can be linear or nonlinear in EverFE. Up to four temperature change points along the thickness can be defined; i.e., the temperature distribution would be linear, bilinear, or trilinear (illustrated in Figure
Temperature distribution models in EverFE.
In KENSLABS,
EverFE differs its default boundary conditions depending on whether there is an elastic base layer: (1) If the base layer is involved in the model, the shear stiffness of the slabbase interface element constrains the displacement of the slab in the
The contact relationships involved in the PCCP structure have a great influence on the mechanical responses and need to be paid enough attention. These contact relationships include the interaction between slab and base, slab and foundation, one slab and another slab, dowel bar or tie bar, and slab.
About the contact between slab and base, a bound or unbound twolayer slab can be simulated in KENSLABS, while the lower layer can be regarded as the base layer. To capture slabbase shear transfer, EverFE employs 16noded zerothickness quadratic interface elements that are meshed between the slab and base, as shown in Figure
Tangential contact between the slab and base in EverFE [
The consideration approach of KENSLABS and EverFE is quite distinctive for the contact between slab and foundation, and KENSLABS can assume that some nodes may not always in contact with the foundation; namely, gaps may occur after being loaded. In the meanwhile, the iteration method can be adopted to determine if the slab is in contact with the foundation. It is also possible to specify the initial gap values at some nodes, and the program will determine whether the slab is in contact with the foundation after being loaded. That is to say, the contact condition of slab and foundation can be defined as full contact, partial contact without initial gap, or partial contact with initial gap (liquid foundation) in KENSLABS. However, only the full contact is assumed in EverFE because it is available for most of the time.
To simulate the interactions between one slab and another slab at the joint, dowel or tie bar, and slab, there are generally four methods as follows in finite element analysis: (1) a spring element connects two adjacent slabs directly; (2) a beam element directly connects two slabs; (3) a beam element connects two concrete slabs by spring elements; (4) threedimensional (3D) solid elements are utilized to describe the contact behaviors. In KENSLABS, a more concise method is selected, the first one, as shown in Figure
Simulation methods of the joint in the two programs [
KENSLABS follows the general solution strategies of conventional analysis (stress and displacement): the overall stiffness matrix is obtained by superimposing the stiffness matrix of the foundation, joints, and slabs. The uniform load is converted into the nodal force, and then the nodal force vector is formed. Therefore, the displacement matrix can be obtained by solving simultaneous equations, and then the stress and strain of the node can be solved by the mechanical method. Gauss elimination is employed to solve the problem. Of course, some unusual features can be seen in KENSLABS. Considering when the foundation is liquid foundation, the slab may cause the separation of the slab and foundation with loading, temperature curling, and selfweight. Or the slabs are not in contact with the foundation on the initial condition, and the contact behavior may occur after loading, temperature curling, and selfweight. The program introduces an iterative idea to solve such a situation. Update the assumption of the contact condition in the initial state over and over again until the assumption is consistent with the calculation result. Moreover, the stiffness matrix is iterated too in such processing. This is of great significance for the analysis of the nonlinearity of the contact between the slab and foundation.
The solution strategies of EverFE for general linear and nonlinear analysis resemble to KENSLABS. However, iteration is introduced only in the process of solving simultaneous equations in EverFE. The displacement increment matrix is obtained by the residual force vector in each iteration. Then, the stiffness matrix updates. The displacement increment is superimposed cyclically, and the node displacement matrix is obtained when the residual force vector sufficiently is close to zero. Multigridpreconditioned conjugate gradient (MGPCG) solver is developed specifically for efficient computation. The stiffness matrix in this iterative process is nonlinear due to the problem (considering shear transfer between the slab and the base layer, using a dense liquid foundation that is tensionless, looseness of the dowels, or selecting a nonlinear aggregate interlock model).
The comparison of the two software packages solution strategies is shown in Figure
Solution strategies comparisons of the two programs: (a) KENSLABS; (b) EverFE.
KENSLABS can output the calculation results directly in text format to computer hard disk, such as temperature curling,
EverFE couples a highly interactive graphical user interface for result visualization written in Tcl/Tk/Tix/vTk. Its strong visualization capabilities and prominent postprocessing capabilities can display the stresses, displacements, dowel shear, and moment in the graphical interface. Critical response values at any point in the model can be easily retrieved. More importantly, the views can be curves, cloud map, or contour map on any
Since only the liquid foundation can be applied in EverFE, appropriate modification of the example in the literature [
According to the model parameters shown in Table
Parameters of finite element models.
Parameter type  KENSLABS  EverFE 

Axle load  (i) Eight 204.1 mm × 140.5 mm rectangular uniform loads  


Slab  (i) 4572 mm (length) × 3657.6 mm (width) × 178 mm (thickness)  


Dowel  (i) Length:  
(i) Dowel support modulus: 
(i) Dowelslab support modulus:  


Liquid foundation  (i) Reaction modulus: 54.2 MN/m^{3}.  (i) Reaction modulus: 0.0542 MPa/mm. 
Finite element models of the two programs: (a) KENSLABS; (b) EverFE.
After calculating by KENSLABS, the results are saved in text format, which needs to be processed by other visualization programs. The results of EverFE calculation can be directly displayed in graphics and saved in text format. Some other visualization tools are utilized to visualize the results for parallel comparisons. Since there are the discrepancies of coordinate systems between the two software products, a selfdefined coordinate system is employed for more intuitive comparison. In this section, the coordinate origin and the
The displacement in
Spatial deflection distribution of the two programs: (a)
Stress distribution at the bottom of the driving direction of the two programs: (a) KENSLABS; (b) EverFE.
The distributions of the shear force and moment of the dowels along the length of the bars obtained by EverFE: (a)
The calculation results of the case example above illustrate the following: (1) the macroscopic deformations of the slab obtained by the two software packages are similar; the maximum displacement values are −0.80 mm and −0.89 mm, respectively; and the load transfer efficiency (LTE) of the dowel bar expressed by the deflection ratio is 80% and 83%, respectively. The results are in good agreement. (2) The two software packages are corresponding in stress results mostly, but partial discrepancies occur close to the (transverse) joint, owing to the different simulation method of the dowels and ties. (3) The macroscopic distributions of the dowel shear calculated by the two software packages are relatively congruous; however the different simulation methods should account for the discrepancies. (4) In terms of the output of the mechanical responses of the dowels, the distribution of the shear and moment along the length can be received directly in EverFE.
The development ideas, analytical capabilities, and solution strategies of two typical PCCP structure analysis software products—KENSLABS and EverFE—are comprised, and their functions are demonstrated in combination with a case example.
The structural analysis of PCCP is complex and distinctive under traffic load and temperature change. Both programs can be applied to simulate reality after necessary simplifications and idealizations. The specific case example shows that the macroscopic deformation law and the critical responses at some key locations obtained from two programs are in good agreement.
Based on 3D FEM theory, EverFE can get the mechanical responses of concrete pavement with more structural layers and elements by powerful computer hardware. The distribution of the shear force and the moment of dowels along the length can also be obtained. Special conditions such as trapezoidal slab and nonlinear temperature distribution can also be modeled. Moreover, the userfriendly preprocessing graphical interface and visualization capabilities are the advantages compared to KENSLABS. EverFE is an excellent FEM software package which is suitable for conventional mechanical analysis. It comes with outstanding performance in joint nonlinearity and nonlinear temperature gradient simulation.
KENSLABS developed on plate elements can consider many important factors of PCCP structural analysis, including nonliquid foundations, initial gaps between slab and foundation, and foundation nonuniformity with limited computational resources. Fatigue cracking damage analysis can be performed by dividing each year into a maximum of 24 periods, each with a maximum of 24 load groups. As a highly simplified 2D FEM program, KENSLABS is restricted by the personal computer performance when developing. However, it has outstanding advantages in the unconventional analysis of PCCP, such as initial gaps and damage analysis. The calculation accuracy has been proved after application over thirty years. Now this version has been constantly updated and improved to Windows version (KENPAVE). If the functions of KENSLABS retain or extend and user interface is enhanced, a better specialpurpose finite element program for cement concrete pavement analysis shall be developed by that time.
The data used to support the findings of this study are included within the article. All the data were obtained by EverFE and KENSLABS based on the parameters in this article.
The authors declare that they have no conflicts of interest.
The research was supported by Sichuan Science and Technology Program (Grant no. 2019YFS0492) and National Natural Science Foundation of China (Grant no. 51378440).