A Refined Model for Analysis of Beams on Two-Parameter Foundations by Iterative Method

It is of great significance to study the interactions between structures and supporting soils for both structural engineering and geotechnical engineering. In this paper, based on the refined two-parameter elastic foundation model, the bending problem for a finite-length beam on Gibson elastic soil is solved. )e effects of axial force and soil heterogeneity on the bending behaviours and stress states of beams on elastic foundations are discussed, and the parameters of the physical model are determined reasonably. )e beam and elastic foundation are treated as a single system, and the complete potential energy is obtained. Based on the principle of minimum potential energy, the governing differential equations for the beam bearing axial force on the Gibson foundation are derived, and the equations for attenuation parameters are also defined.)e problem of the unknown parameters in foundation models being difficult to determine is solved by an iterative method. )e results demonstrate that this calculation method is feasible and accurate, and that the applied theory is universal for the analysis of interactions between beams and elastic foundations. Both axial force and soil heterogeneity have a certain effect on the deformation and internal force of beams on elastic foundations, and the vertical elastic coefficient of foundations is mainly determined by the stiffness of the surface soil. Additionally, attenuation parameters can be obtained relatively accurately by an iterative method, and then the vertical elastic coefficient and shear coefficient can be further obtained.)is research lays a foundation for the popularisation and application of the two-parameter elastic foundation model.


Introduction
With the increasing number of construction projects worldwide, many beam, plate, and shell structures have been developed, and strict standards and requirements have been proposed for structures and foundations. Foundation engineering is concealed by superstructures, which has a significant impact on the safety and economy of structures and foundations. Various quality-related accidents occur in the engineering fields, which not only cause huge losses but also make it difficult to take appropriate measures for strengthening structures. Elastic foundation beams have been widely used in structural engineering. ey are the basic components in structures such as roads, bridges, and high-rise building foundations. It is critical to apply structural components in engineering practice reasonably and safely, and these concerns have attracted the attention of various academic and engineering circles [1][2][3]. To study the practical issues related to elastic foundation beams, many models of beams on elastic foundations have been proposed by scholars. e elastic foundations [4][5][6][7][8] include the Winkler foundation model, two-parameter elastic model, and elastic half-space model. e Winkler foundation model cannot consider the diffusion ability and deformation of foundations, which has great defects in theory. e elastic half-space foundation model compensates for the defects of the Winkler foundation model, but it is more complex mathematically. erefore, the two-parameter foundation model bridging the two aforementioned models has been developed. e Vlasov foundation model is an important representative of this type of model. e comprehensive analysis and detailed study of classical components have become important and difficult problems. Many scholars have focused on studying the interactions between structures and complex media and have obtained various theoretical systems for describing structures resting on foundations. Kimençe and Ergüven [9] investigated the problems of shallow spherical shells resting on Vlasov model and single-layer foundations. Hizal and Catal [10] investigated the dynamic response of axially loaded Timoshenko beams on modified Vlasov elastic foundation using the separation of variables method. Arani and Zamani [11] analysed bending behaviours of nanocomposite beams on modified Vlasov model soil, with consideration of agglomeration and distribution of carbon nanotubes. Ataman [12] analytically solved the problem of vibrations of beams on an inertial Vlasov foundation. Ozgan [13] presented the analysis of foundation plate-beam systems with transverse shear deformation by using a modified Vlasov model. Nogami and O'Neill [14] presented a method for the analysis of beams resting on a generalized two-parameter foundation. Höller et al. [15] derived a rigorous amendment of Vlasov's theory for plates on Winkler foundations, based on the principle of virtual power. Ayvaz and Daloglu [16] carried out the earthquake analysis of beams on a modified Vlasov foundation. Miao et al. [17] developed a closed-form solution for the dynamic response of an infinite Euler Bernoulli beam on a Pasternak foundation.
Many scholars have studied beams on two-parameter foundations using the direct method, Galerkin method, power series method, differential operator series method, and finite element method. However, on the one hand, the influence of axial force on foundation beams has not been considered in previous studies. In practical engineering, foundation beams are often subjected to axial forces, so it is necessary to study the influence of such forces. Additionally, designers often simplify the foundation beams to have free ends. However, in real-world scenarios, boundary conditions are not always free, and clamped support is often applied at both ends of a beam. Existing research on this type of problem is very rare.
On the other hand, the traditional Vlasov foundation model considers an elastic layer as a homogeneous and isotropic body. However, the elastic modulus of soil is considered as a linear variable along the depth of a foundation, which more closely matches its real-world behaviour. Dempsey and Li [18] studied a flexible rectangular footing on Gibson soils and analysed the rigidity required for full contact. Salgado et al. [19] presented a load-settlement analysis approach that is applicable to a pile with a circular cross section installed in multilayered elastic soil. Eisenberger and Clastornik [20] presented the two methods for the analysis of beams on variable two-parameter foundations. Medina et al. [21] analysed the influence of soil nonhomogeneity on the base shear forces of piled structures subjected to harmonic seismic waves. Ma et al. [22] developed an analytical method for the stability analysis of beams on modified Vlasov foundations subjected to lateral loads acting on the ends by using the variational principle.
Finally, the two-parameter foundation model has the advantages of simple numerical treatment and perfect theory, where two independent elastic parameters are used to represent the characteristics of foundation soils. However, the traditional Vlasov model requires the estimation of an attenuation parameter c, which has hindered the widespread application of the two-parameter elastic foundation model. Vallabhan et al. [23] thought that the two-parameter model developed by Vlasov required the estimation of a third parameter representing the distribution of the displacements within a foundation. Jones and Xenophontos [24] presented an alternative variational formulation of Vlasov's two-parameter foundation model, which provides a rigorous theoretical basis for the current form of the vertical deformation profiles. Yang [25] developed an iterative approach that combined the advantages of a finite element method and standard finite difference technique for the analysis of plates on elastic foundations subjected to general loadings and arbitrary edge support conditions.
Regarding the foundation soil, the inhomogeneity of Gibson soil is more in line with the values in engineering practice, compared to considering the simple homogeneous and isotropic soil. In this study, finite-length beams on refined Vlasov foundations are analysed based on Gibson characteristics. e interactions between foundations and finite-length beams have been investigated systematically, and the influences of soil inhomogeneity and axial force on the bending of beams on elastic foundations have also been examined. According to the principle of energy variation, the governing equations for finite-length beams on Gibson two-parameter elastic foundations are established. Additionally, the equations that the attenuation parameters must satisfy are obtained based on variation. Finally, the attenuation parameters obtained using an iterative process are used to calculate the two characteristic parameters of the mathematical model, and relatively accurate deflections and internal forces of beams are obtained. e novelty and importance of this paper include (1) the refined Vlasov foundation model is adopted to simulate the mechanical behaviour of the Gibson soil. (2) Using the principle of minimum potential energy, the governing equations and boundary conditions for finite-length beams resting on the refined Vlasov elastic foundations are derived.
(3) Using an iterative process, the consistent values of characteristics parameters are obtained. (4) A comparative analysis between the refined Vlasov foundation and the traditional Vlasov foundation model is also carried out. (5) e effects of axial force and Gibson soil heterogeneity on the bending behaviours and stress states of beams resting on the refined Vlasov elastic foundations are discussed. Figure 1, a finite-length beam on a refined Vlasov elastic foundation is investigated. e length of the beam is L, the thickness is h, and the depth of the foundation is H. e axial force acting on the elastic beam is F. And, the uniformly distributed load is q(x).

Gibson Foundation. As shown in
In this paper, soil inhomogeneity is considered. It is assumed that the foundation is a Gibson soil whose elasticity modulus changes linearly with depth. e elasticity modulus at the top and bottom of the foundation is denoted as E s1 and E s2 , respectively, and μ s is Poisson's ratio of the soil. e dimensionless parameter η is introduced as follows: e elasticity modulus E s [26] at a depth z is defined as follows: One can see that the soft and hard conditions of the foundation soil depend on the value of the dimensionless parameter η.

Governing Equations and Boundary Conditions.
e total potential energy of the beam-foundation system is where the physical quantities are the total potential energy function, deformation potential energy of the beam, deformation potential energy of the foundation, and external force potential energy, respectively. e quantities on the right side of the equation can be calculated as follows: where w is the deflection of the beam, b is the beam section width, E denotes the elasticity modulus of the beam, I represents the moment of inertia of the beam, σ x , σ z , and τ xz are the stress components of the Gibson two-parameter foundation, ε x , ε z , and c zx are the strain components of the Gibson two-parameter foundation [27][28][29], q(x) is external load, and EI is the flexural stiffness of the beam. e constitutive relationships are as follows.
When the Gibson foundation is deformed, the horizontal displacement component u s is far smaller than the vertical displacement w s (x, z), and the settlement w s (x, z) of the foundation is continuously attenuated along the depth direction.
erefore, the displacement component of the foundation u s is equal to zero and the function φ(z) describing the variation law of the vertical displacement w s (x, z) of foundation along the depth direction is introduced as where w s (x) is the vertical deformation of the Gibson foundation surface. e beam is in close contact with the foundation, so we have the following relational expression under the beam: e deformation potential energy of the Gibson foundation can be rewritten as where k and G p are the vertical elastic coefficient (modulus of subgrade reaction) and shear coefficient (shear modulus), respectively. e complete potential energy of the system is calculated as follows: By minimising the function V with respect to w, w s , and φ, the following equation can be obtained: where w s1 and w s2 represent the vertical displacements of the foundation surface on the left and right sides of the beam, respectively.
e governing differential equations for the beam can be derived through complex variational deduction.
e foundation soil is divided into the part under the beam and the part outside the beam. e governing equations for the foundation soil outside the beam can be obtained as follows.
Left side of the beam: Right side of the beam: e attenuation expressions of the vertical displacement components on the surface of the foundation soil outside the beam are defined as follows: 4 Mathematical Problems in Engineering where w s0 and w sL are the deflections of the soil under the beam at x � 0 and x � L, respectively.
where α is the attenuation exponent of the Gibson twoparameter foundation model (23,27,29). Similarly, by collecting the coefficients of δφ, the equation for the attenuation function φ(z) is obtained as follows: where φ(z) is a mode shape function defining the variation of w s (x, z) in the z direction and c denotes the attenuation parameter that needs to be solved iteratively. e boundary conditions are φ(0) � 1 and φ(H) � 0, and the attenuation function is obtained as follows: Additionally, the boundary conditions of the beam with axial force on the Gibson elastic foundation can also be obtained from formula (12): If the beam is fixed at one end and clamped at the other one end, then δw � 0 and (dδw/dx) � 0 and formula (22) naturally meets the theoretical requirements.
at is, If the two ends of the beam are free, then δw ≠ 0 and (dδw/dx) ≠ 0. To make (22) satisfy the theoretical requirements, we have

Solution
Methods. e following two types of boundary conditions for a finite-length beam on an elastic foundation are discussed: (1) the two ends of the beam are free and (2) the beam is fixed at one end and clamped at the other end.
First, if both ends of a finite-length beam are free and it is subjected to a uniformly distributed load q and a concentrated force P at x � x 0 , then the deflection expression is where w i , w 0 , and w L are undetermined constants. Second, if a finite-length beam is fixed at one end and clamped at the other end, and it is subjected to a distributed load q(x) and concentrated force P at x � x 0 , and then the deflection expression is where w j , M 0 , and M L are undetermined constants. e uniformly distributed load q(x) is expanded into the following Fourier series: e concentrated load P is represented by the Dirac delta function, which is expanded into the following Fourier series: To compare coefficients, it is necessary to expand x, x 2 , and x 3 into the Fourier series. e equations above are substituted into the relevant governing differential equations and boundary conditions, and the algebraic equations for the two boundary conditions can be obtained by comparing the coefficients. e number of equations is the same as the number of undetermined coefficients, so the problem can be solved.

Iterative
Process. An effective iterative technique for solving the problem of a finite-length beam on a Gibson elastic foundation using the refined Vlasov model is detailed as follows:

Mathematical Problems in Engineering
Step 1. By assuming an initial approximate value of the attenuation parameter c 1 , the values of the two characteristic parameters k and G p are evaluated using equations (9) and (10).
Step 2. By solving the governing equations (14)- (16) and the corresponding boundary conditions, the deflection values of the beam and foundation can be obtained.
Step 3. By using the solutions for the deflection of the beam and foundation, a new value of c 2 is computed using formulation (21).
Step 4. e average value of c 1 and c 2 is calculated as the new parameter value. e new value of c 3 � (c 1 + c 2 )/2 is used again to compute new values of the two characteristic parameters k and G p .
Step 5. is iterative procedure is repeated until two successive values of c are approximately equal. For example, ‖c 1 − c 2 ‖ ≤ δ, δ � 0.01. A program to perform this process is written by using MATLAB.
Principles of solid mechanics are used instead of an experimental or empirical evaluation of the attenuation parameter c and the vertical elastic coefficient k and shear coefficient G p . Only the geometric and material characteristics of beams and heterogeneous soils are used to calculate the attenuation parameter iteratively. e load q � 400 N/m 2 is a uniformly distributed load applied to the entire beam, and the concentrated force P � 400 kN is applied at the middle of the span. e depth of the soil H � 2 m , elasticity modulus E s � 2.6 × 10 7 N/m 2 , and Poisson's ratio of μ s � 0.32.

Numerical Examples
When the axial force F � 0, the attenuation parameter c � 0.39853 can be obtained using the iterative method. e maximum value of deflection calculated is 4.06 mm, which is consistent with the results in the literature [30]. is demonstrates the correctness of the numerical method.   Table 1, and the calculation results for beams with one end fixed and the other end clamped are listed in Table 2. In these tables, w refers to the deflection at the centre of a finitelength beam.
When η � 0.5, the deflections and rotation angles of the finite-length beams with one end fixed and the other end clamped are presented in Figures 2 and 3, respectively. Under this condition, the displacements and rotation angles at both ends of the finite-length beam are zero. Additionally, the displacement image is symmetric, and the rotation angle graph is antisymmetric. is is in line with the actual situation, which further proves the applicability of this method. Figures 4-6 present the bending moment diagram, shear force diagram of a finite-length beam, and foundation reaction, respectively. e trends shown in these diagrams agree with the reality.
Further analysis reveals that the inhomogeneity of Gibson foundation soil has a significant influence on the bending behaviour of the elastic layer around the load. e bending deflection of a finite-length beam on a Gibson elastic foundation is mainly affected by the rigidity of the surface soil and less affected by the deep portions of the foundation. Table 3, N represents the number of iterations of the program. c a is the attenuation parameter of a finite-length beam on a traditional Vlasov foundation in Example 1. c b is the attenuation parameter of a beam when both ends are free on a Gibson foundation in Example 2, and c c is the attenuation parameter of a beam when one end is fixed and the other end is clamped on a Gibson foundation in Example 2. e dimensionless parameter of the Gibson foundation is η � 0.5.

Axial Force.
By observing the deformations and internal forces of the foundation beams under different axial forces (see Figures 7-10), it can be concluded that the existence of axial force makes the midspan deflection, maximum positive and negative bending moment, and rotation angle of the beam increase. e greater the axial force, the greater the increase in amplitude. e axial force also has a certain influence on the shear force of the beam, but the degree of influence varies with the position on the beam. It is reasonable to ignore the influence of the axial force on the peak shear force in engineering calculations. However, the influence of axial force on shear force should not be ignored at positions near the two beam ends. Figures 11-14 that when the modulus ratio η of a Gibson foundation increases, the two parameters k and G p increase, while the bending deflection decreases. And, the elastic modulus of the Gibson foundation soil increases, which causes the two foundation parameters to grow. erefore, the deformation of the beam and elastic foundation decreases. However, the attenuation parameter remains almost unchanged.

Gibson Foundation. It can be seen from
e study also reveals that the harder the surface foundation is, the greater the vertical elastic coefficient k is.
is indicates that the vertical elastic coefficient of the foundation is mainly determined by the stiffness of the surface soil. erefore, to reduce the deflection of foundations in engineering, one can improve the physical properties of foundations at a certain depth under the foundations. However, the effects of strengthening the deep portions of foundations are very limited.

Depth of Foundation.
It can be seen from Figures  15 -18 that, with an increase in soil depth, the shear coefficient G p , attenuation parameter c, and bending deflection w of a finite-length beam at the middle of the span increase, whereas the vertical elastic coefficient k of the foundation decreases. e further study also reveals that, with an increase in the elastic modulus of a beam, the deflection of a finite-length    x (m) Figure 6: Subgrade reaction of a Gibson two-parameter foundation.

Conclusions
Based on the refined Vlasov elastic foundation model, this paper analyses and solves the bending problem of finitelength beams on elastic Gibson soil foundations. e influences of soil heterogeneity and axial force on beam bending behaviours and foundation characteristic parameters are also investigated. Some conclusions can be drawn based on the numerical results.
(1) e work begins with total deformation potential energy of a foundation-beam system. rough theoretical derivation, it is found that there are no differences between the equations for beams on Gibson foundation and those on traditional twoparameter foundation. However, the relevant model parameters change. If the soil of the refined Vlasov foundation was assumed to be a classical homogeneous medium, the results in this study would be degraded to the classical case of finitelength beams on classical Vlasov elastic foundation. Examples are given to demonstrate the practical application of the refined foundation model.
(2) e presence of axial force makes the midspan deflection, maximum bending moment, and rotation angle of a foundation beam increase. Axial force has some influences on the shear force of a beam. However, the degree of influence varies with the position on the beam. It is feasible to ignore the influence of axial force on the peak shear force in engineering calculations. However, the influence of axial force on shear force cannot be ignored at the positions near the two beam ends. (3) e Gibson soils have a certain effect on the deflection, internal force, and various characteristic parameters, which should be considered in practice. e results show that the mechanical behaviour of a foundation is mainly determined by the characteristics of the shallow foundation soil under the superstructure, rather than the deep parts of the foundation. In engineering practice, to improve the performance of structural foundations, we can consider enhancing the performance of the shallow portions of foundations. (4) Considering the properties of Gibson soils, the refined Vlasov foundation model still uses two independent parameters to express the compression and shear properties. For the key attenuation parameter, an iterative method can yield superior results. e characteristics of foundation models do not depend on a certain parameter of soils and structures, but are related to multiple coexisting physical quantities. is indicates that the attenuation parameters derived from experiences or experiments are not accurate and reliable. is paper enriches and expands the content of the Vlasov model and promotes its widespread application.

Data Availability
All data contained in this study are available upon request from the corresponding author.

Conflicts of Interest
e author declares no conflicts of interest.