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Multivariate Rational Response Surface Approximation of Nodal Displacements of Truss Structures
Chinese Journal of Mechanical Engineering volume 31, Article number: 1 (2018)
Abstract
Polynomialbasis response surface method has some shortcomings for truss structures in structural optimization, concluding the low fitting accuracy and the great computational effort. Based on the theory of approximation, a response surface method based on Multivariate Rational Function basis (MRRSM) is proposed. In order to further reduce the computational workload of MRRSM, focusing on the law between the crosssectional area and the nodal displacements of truss structure, a conjecture that the determinant of the stiffness matrix and the corresponding elements of adjoint matrix involved in displacement determination are polynomials with the same order as their respective matrices, each term of which is the product of crosssectional areas, is proposed. The conjecture is proved theoretically for statically determinate truss structure, and is shown corrected by a large number of statically indeterminate truss structures. The theoretical analysis and a large number of numerical examples show that MRRSM has a high fitting accuracy and less computational effort. Efficiency of the structural optimization of truss structures would be enhanced.
1 Introduction
The response surface methodology (RSM) explores the relationships between several explanatory variables and one or more response variables. The method was introduced by Box and Wilson in 1951. The main idea of RSM is to use a sequence of designed experiments to obtain an optimal response. Box and Wilson suggest using a seconddegree polynomial model to do this [1].
Because response surface methodology can establish the unknown function between design variables and response variables, it has been widely applied to optimization. ChoonMan Jang and KaRam Choi [2] carried out the optimization of the blower impeller by using the response surface method (RSM). Heng Jiang et al. [3] carried out a dynamic and static multiobjective optimization of a vertical machining center based on response surface method. Quadratic polynomials are employed to construct response surface (RS) model, which reflects the relationship between design inputs and structural response outputs, according to the response outputs of these samples obtained by analyzing the dynamic and static characteristics of the machining centre at these samples with the software ANSYS. In the field of vehicle optimization, RSM also get a widely application [4,5,6]. ChunLin Wang et al. [7] carried out a variable curvature blade of fire pump based on experimental design theory and response surface approximation. DongSheng Jia et al. [8] established the mass function of impeller of water valvecontrolled hydrodynamic coupling with RSM and optimized the impeller key structural parameters. Response surface method is applied in the field of robust optimization design [9, 10]. Reliability analysis has an improvement based on response surface method [11, 12].
Generally speaking, in the mathematical models of structural optimization, the objective function is the explicit function of the design variables and the constraint function is the implicit function of the design variables. This characteristic is also the important difference between the structure optimization problem and the mathematical program problem and it greatly increases the complexity of the structure optimization problem [13]. In order to solve this problem, the implicit function must be made explicit and the response surface methodology, is the most commonly used method [14]. HongWu et al. [15] used response surface methodology to establish the function expressions of deflection and structural weight,and optimized the truss structure. Roux et al. [16] carried out RSbased optimization of truss structures and concluded that RS accuracy depends on the range of the design area and the form of the explicit function. Zhang et al. [17] establish a fitted regression model for the dynamic transmission error(DTE) fluctuations to quantify the relationship between modification amounts and DTE fluctuations by using response surface method.
In order to increase the accuracy and efficiency, Fan, et al. [18] derived a criterion for judging the existence of cross terms and proposed an adaptive response surface method. Houten et al. [19] considered fifthorder polynomials to check if higherorder polynomials improved RSM accuracy. Venter et al. [20] solved plate optimization problems using higher order RS approximations.
Sui and his collaborators [21,22,23,24,25] developed the central point accurate response surface method where the response value at the center point of the approximate model is equal to the true response value. This method was successfully applied to optimization of membrane structures, 2Dcontinuum structures, plate and shell structures subject to frequency constraints, and multidisciplinary optimization. Using the property of the KreisselmerierSteinhauser function, RS approximation was built with function derivation, Taylor expansion near experimental points and numerical iteration, trying to minimize the largest difference between response function values and true response values.
In the finite element displacement method, the nodal displacement is the basic unknown quantity. The stress, dynamic response and so on can be derived from the displacement, so this paper is devoted to discuss the response surface of truss node displacement, its research method and results can be easily extended to other types of structures. It should be noted that the analytical form of polynomialbasis response surface approximation is often very different from the functions describing the actual displacement field. As this may result in low quality approximation, it is important to assess the real analytical form of the displacement field. This study will show that the nodal displacement field determined by finite element method for truss structures can be expressed as multivariate rational functions. In view of this, a response surface methodology based on multivariate rational functions will be developed. It will be illustrated that the determinant of the stiffness matrix and the corresponding elements of adjoint matrix involved in displacement determination are polynomials depending on crosssectional areas, with the same order as their respective matrices, each term of which is the product of crosssectional areas. The validity of the proposed approach is verified for many design examples of statically determinate and statically indeterminate truss structures.
2 Polynomialbasis Response Surface Approximation for Nodal Displacement of Truss Structures
2.1 Polynomialbasis RSM
The commonly used forms of polynomialbasis response surface methodology are as follows.
Linear form
separable quadratic form
and the complete quadratic form (containing cross terms)
where \(\tilde{y}\) is the response function to be constructed, and β are the unknown RS coefficients.
2.2 RSM Evaluation Standards
The most commonly used parameters used to evaluate accuracy of response surface approximation are as follows.
The multiple fitting coefficient
and the modified multiple fitting coefficient
where δ is the sum of the square of the difference between the true response value and the response estimated value; γ is the sum of the square of the difference between the response estimated value and the response mean value; m is the total number of experimental points; and k is the number of unknown parameters:
R^{2} can reflect the extent to which the response surface matches the data given. It ranges from 0 to 1, and the closer it is to 1, the smaller the influence of various errors.
For the approximation accuracy of check points, the most commonly used parameters are as follows.
The maximum relative error
minimum relative error
average relative error
where S is the total number of check points. The relative error is \(\zeta_{r} = {{\left {\delta_{r}  \delta^{\prime}_{r} } \right} \mathord{\left/ {\vphantom {{\left {\delta_{r}  \delta^{\prime}_{r} } \right} {\delta^{\prime}_{r} }}} \right. \kern0pt} {\delta^{\prime}_{r} }} \times 100{\text{\% }}\), δ_{ r }′ is the true response value of the rth check ponit, δ_{ r } is the response estimated value of the rth check point.
2.3 Evaluation of PolynomialBasis RSM Accuracy
In the following, fitting accuracy of polynomialbasis RS method is analyzed for some simple truss structures. The crosssectional area of the truss structure is selected as the design variable. The crosssectional area ranges from 0.01 m^{2} to 0.05 m^{2}, and all cross sections are circular. The elastic modulus is E = 2.1 × 10^{11} Pa, and Poisson’s ratio is 0.3. The nodal displacement is taken as the structural response. The value of the ith design variable of design points P_{D} is \(A_{{P_{\text{D}} ,i}} \in \{ 0.01,0.02,0.03,0.04,0.05\}\) and the value of the ith design variable of check points P_{E} is \(A_{{P_{\text{E}} ,i}} \in \{ 0.015,0.025,0.035,0.045\}.\)
Example 1: Planar 2bar Truss Structure
The first example is the very simple twobar truss structure shown in Figure 1.
The given length of bar 1 is 2 l, and the length of bar 2 is \(\sqrt 5 l\). Let l = 1 m.

(1)
Analytic expression of nodal displacement
Using the analytic method of structural mechanics, the displacement of node A along the force F direction is as follows:
$$\begin{aligned} \delta_{F} &= \frac{8F}{{EA_{1} }} + \frac{5\sqrt 5 F}{{EA_{2} }} \\ & = 1.0 \times 10^{  7} \times \left( {0.380\;952\;381\frac{1}{{A_{1} }} + 0.532\;397\;138\frac{1}{{A_{2} }}} \right), \end{aligned}$$(10) 
(2)
Nodal displacement computed with polynomialbasis RSM
Trial values of crosssectional areas are given in input to Eq. (10) to determine the displacement of node A in the direction of applied force. Design points form the matrix X while the corresponding displacements form the response matrix Y. The RS coefficient vector β is determined for various types of polynomialbasis approximation of displacement δ_{ F }.
Linear form:
Separable quadratic form:
Complete quadratic form:
The solving accuracy of polynomialbasis response surface method and the selection of the response surface forms are shown in Table 1.
Using the MATLAB software, the surface comparison figure of the analytic value and the response surface estimated value and relative error surface figure of the check points are shown in Figure 2.
The accuracy of these RS models is evaluated in Table 1 by means of the performance indicators described in Section 2.2. Figure 2 compares the variation of nodal displacement over the design space determined from the analytical expression (10) or by means of the three RS models. In particular, the MATLAB plots show the displacement map and the relative error map. The following conclusions can be drawn from the results obtained for this example.

(1)
The analytical form of the polynomialbasis RS is completely different from the analytic solution (10) which depends on the inverse of crosssectional areas.

(2)
The coefficients of the linear RS model are small. The quadratic RS models are much more accurate than the linear RS model although relative errors at check points remain rather high. Adding crossterms in the quadratic model does not yield substantial improvements.
Example 2: Planar 8bar Truss Structure
In order to check the validity of the above analysis for more complicated structures, the statically determinate planar 8bar truss structure shown in Figure 3 was considered. The length of all bars is 2 m, except for bars 6 and 8 which are \(2\sqrt 2\) m long. Loads and kinematic constraints for this structure are shown in Figure 3.
The analytical solution for the displacement of node C along the direction of applied force F is as follows:
Polynomialbasis response surface approximations of displacement give the following results.
Linear form:
Separable quadratic form:
For the sake of brevity, the expression of complete quadratic RS is not reported in the article. Performance indicators for these RS models are listed in Table 2. The quadratic RS models are again much more accurate than the linear RS model but relative errors at check points remain rather high, thus not satisfying the requirements on overall accuracy. Adding crossterms in the quadratic model again does not yield substantial improvements. As expected, the analytical form of nodal displacement (14) is completely different from the expressions of RS models.
Since the two truss examples refer to statically determinate structures, a statically indeterminate structure is now analyzed to draw more general conclusions.
Example 3: Planar 6bar Truss Structure
Figure 4 shows the schematic of a statically indeterminate 6bar truss structure, in which l is the length and l = 1 m. The displacement to be computed is that of node B along the direction of applied force F.
The accuracy of linear, separable quadratic and full quadratic RS models is listed in Table 3.
The data listed in the table lead to similar conclusions as in the case of statically determinate structures. However, introducing crossterms in the quadratic RS model now yields a more clear improvement over separable quadratic RS model.
The above examples demonstrate that nodal displacements of both statically determinate and indeterminate truss structures are multivariate rational functions of crosssectional areas. This model is totally different from the analytical form of polynomialbasis response surfaces which cannot hence describe correctly the nodal displacement field of truss structures.
2.4 Evaluation of the Accuracy of PolynomialBasis RSM with Reciprocal Variables
The displacement of a certain node in a given direction computed using Mohr’s theorem can be expressed as
where N_{ j } is the internal force of jth element under the action of true load, N ^{0}_{ j } is the internal force of the jth element under the action of unit force with the computed displacement direction, l_{ j } is the element length, and M is the number of elements.
Let \(x_{j} = {1 \mathord{\left/ {\vphantom {1 {A_{j} }}} \right. \kern0pt} {A_{j} }}\), consequently, Eq. (17) can be expressed as
The most commonly used RS approximation function of nodal displacements of truss structures can be obtained by taking the reciprocal variables x_{ j } as design variables and substituting them into Eqs. (1), (2) and (3).
In order to analyze the accuracy of the polynomialbasis response surface method with reciprocal variables, the accuracy analysis is carried out by reusing Example 1‒3 as the examples.
Example 4: Planar 2bar Truss Structure
For the 2bar truss structure studied in Example 1, the computing accuracy of polynomialbasis RSM with reciprocal variables is listed in Table 4.
Example 5: Planar 8bar Truss Structure
For the planar 8bar truss structure studied in Example 2, accuracy of polynomialbasis RSM with reciprocal variables is listed in Table 5.
Example 6: Planar 6bar Truss Structure
For the planar 6bar truss structure studied in Example 3, accuracy of polynomialbasis RSM with reciprocal variables is listed in Table 6.
The following conclusions can be drawn from the results of the above these examples.

(1)
For the statically determinate structure, the evaluation coefficients are very good. The all relative errors are less than 10^{−10}, therefore the approximation accuracy is very high. This is mainly because the polynomialbasis RSM with reciprocal variables equation have a high consistency in the form with the analytic solution, and the response surface equation reflects the true relationship between displacement and design variables.

(2)
For the statically indeterminate structure, the approximation accuracy is very low. This is mainly because internal forces are changing as the changes of design variables, and these changes don’t be reflected in RSM equation, which lead to the difference in the form between RSM approximation with reciprocal variables and analytic solution. In order to improve the approximation accuracy, a new method of high accuracy response surface should be developed.
3 Determination of Nodal Displacements of Truss Structures
According to the finite element method theory, the balance equation is as
The displacement equation is as
Where the inverse matrix can be obtained by the formula as
According to the theory of determinants, the norder determinant is a number firmed by n^{2} elements of a_{ ij }.
where \(\tau (j_{1} j_{2} \cdots j_{n} )\) is the inverted sequence number of natural numbers 1,2,…,n, and \(\sum\nolimits_{{j_{1} \cdots j_{n} }} {}\) is the sum of all permutations of natural numbers 1,2,…,n.
Since elements a_{ ij } of stiffness matrix include products of linear terms corresponding to crosssectional areas, the determinant can be simplified as
where f(A^{n}) is an norder polynomial of crosssectional area variables A, and n is the order of the stiffness matrix, equal to the DOF of the structure system.
Elements of the adjoint matrix adjK are polynomials g_{ ij }(A^{n−1}) which are one order lower than the determinant of the stiffness matrix. Thus, the form of the adjoint matrix is
Combining all of the above formulas, it can be obtained the equation to analytically determine nodal displacements of truss structures:
Consequently, the displacement of a certain node in a given direction can be expressed as
4 Conjecture about the Determinant Expression of Stiffness Matrix and Elements of Adjoint Matrix
The previous derivation indicate that the determinant of the stiffness matrix of the truss structure and the elements of adjoint matrix involved in the determination of nodal displacements are respectively norder and (n–1)order polynomials. Stiffness matrix determinant is an algebraic sum including n! terms each of which is the product of n factors belonging to different rows and columns. The sign of each term depends on the corresponding inverted sequence number. Therefore, there are at least n! coefficients. Similarly, determinants of adjoint matrix elements are algebraic sums of (n–1)! terms each of which corresponds to the product of (n–1) factors belonging to different rows and different columns. The adjoint matrix is an norder square matrix. Equation (26) implies that 2n! function evaluations must be done. However, if matrix order changes, the number of coefficients also will change in a factorial way. Hence, if the equation order gets large, too many combinations should be considered. Variable linking and relationships between crosssectional area variables may greatly reduce computational complexity of combinations and multivariate rational function response surfaces can be built based on these relationships. The above mentioned relationships will be illustrated by the following examples.

(1)
For the 2bar truss structure considered in Example 1, displacement of node A in the direction of applied load F has the following analytical expression:
$$\delta_{AF} = \frac{1}{{\left {\mathbf{K}} \right}}\sum\limits_{j = 1}^{n} {g_{1j} (A^{n  1} ) F_{j} } = \frac{1}{{f(A^{2} )}}g_{12} (A)F ,$$(27)where,
$$f(A^{2} ) = \frac{{E^{2} }}{{50l^{2} }}\sqrt 5 A_{1} A_{2} ,\,\quad g_{12} (A) = \frac{E}{l}\left( {\frac{{A_{1} }}{2} + \frac{{4\sqrt 5 A_{2} }}{25}} \right)$$ 
(2)
For the statically indeterminate 6bar truss structure considered in Example 3, the analytical expression for the nodal displacement of node B along the direction of applied force F is as follows:
$$\delta_{BF} = \frac{1}{{\left {\mathbf{K}} \right}}\sum\limits_{j = 1}^{n} {g_{1j} (A^{n  1} ) F_{j} } = \frac{1}{{f(A^{5} )}}g_{33} (A^{4} )F,$$(28)
where
The following conjecture can be made from the previous relationships. The determinant of stiffness matrix and the adjoint matrix term entailed in the determination of a certain nodal displacement are polynomials of the same order as the corresponding matrices. Each term of these polynomials is the product of first power terms corresponding to crosssectional areas.
where \(i\,1 \ne i2 \ne i3 \ne \cdots \ne i(n  1) \ne in\).
The number of DOF n is the same as the order of stiffness matrix; m is the number of design variables. A^{n} are the possible combinations of crosssectional areas A_{ i } selected from the set of m design variables; m_{1} is the number of these combinations, namely, \(m_{1} = C_{m}^{n} = {{m!} \mathord{\left/ {\vphantom {{m!} {[(m  n)!n!]}}} \right. \kern0pt} {[(m  n)!n!]}}\). Similarly, A^{n−1} are other possible combinations of crosssectional areas A_{ i }; m_{2} is the number of these combinations, namely, \(m_{2} = C_{m}^{n  1} = {{m!} \mathord{\left/ {\vphantom {{m!} {[(m  n + 1)! \cdot (n  1)!]}}} \right. \kern0pt} {[(m  n + 1)! \cdot (n  1)!]}}\); α and β are unknown coefficients to be determined.
The number of terms included in matrix stiffness determinant decreases from n! to \({{m!} \mathord{\left/ {\vphantom {{m!} {[(m  n)!n!]}}} \right. \kern0pt} {[(m  n)!n!]}}\); while the number of terms in the corresponding adjoint matrix decreases from (n1)! to \({{m!} \mathord{\left/ {\vphantom {{m!} {[(m  n + 1)! \cdot (n  1)!]}}} \right. \kern0pt} {[(m  n + 1)! \cdot (n  1)!]}}\), thus reducing the computational cost of the fitting process.
Let′s now consider a statically determinate structure with m bars and n DOFs. Since there are no redundant bars, it holds m = n. Hence, in Eq. (29), it holds \(m_{1} = C_{m}^{n} = C_{n}^{n} = 1,\) \(m_{2} = C_{m}^{n  1} = C_{n}^{n  1} = n\) and the equation simplifies to
By substituting Eq. (30) into Eq. (26), it follows
where \(C_{j} = a_{n  j + 1} /b_{0}\).
For statically determinate structures, if the external force P is known, internal forces N_{ j } developed in each bar are constant. If the generalized displacement δ_{ i } in the direction i is computed using Mohr’s theorem, a unit generalized force N ^{0}_{ i } is applied in the direction i and the corresponding internal forces N_{ j } in each bar also are constant. Element lengths l_{ j } and crosssectional areas A_{ j } are constant values as well. Therefore, nodal displacements of a truss structure can be expressed as
where the constant C is equal to \(C_{j} = {{N_{j} N_{j}^{0} l_{j} } \mathord{\left/ {\vphantom {{N_{j} N_{j}^{0} l_{j} } E}} \right. \kern0pt} E}\).
The consistency of Eqs. (31) and (32) proves that it may be reasonable to approximate nodal displacements of statically determinate truss structures with multivariate rational response surfaces. The following examples will prove the validity of this conclusion also for statically indeterminate trusses.
Example 7: Planar 10bar Truss Structure
For the planar 10bar truss structure shown in Figure 5, the general form of the determinant of the stiffness matrix is for this structure is as follows:
The corresponding adjoint matrix element involved in the determination of the displacement of node C in the direction of applied load F is as follows:
where {a, b, c, d, e, f, g, h} ∈ {1, 2, 3, 4, 5, 6, 7, 8, 9, 10}, α and β are the unknown coefficients of the products of design variable A_{ i }, and a ≠ b ≠ c ≠ d ≠ e ≠ f ≠ g ≠ h.
Example 8: Spatial 18bar Truss Structure
For the spatial 18bar truss structure shown in Figure 6, determinant of stiffness matrix is as follows:
The corresponding adjoint matrix element involved in the determination of the displacement of node A in the direction of applied load F is as follows:
where {a, b, c, d, e, f, g, h, i, j, k, l, m, n, o, p, q, r} ∈ {1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18}, α and β are the unknown coefficients of the products of design variable A_{ i }, and a ≠ b ≠ c ≠ d ≠ e ≠ f ≠ g ≠ h ≠ i ≠ j ≠ k ≠ l ≠ m ≠ n ≠ o ≠ p ≠ q ≠ r.
Other examples not documented in this article for the sake of brevity confirm the validity of the conjecture made on the mutual relationship between the stiffness matrix of the truss structure and adjoint matrix elements.
5 Multivariate Rational Response Surface Approximation of Truss Nodal Displacements
Response surface approximation of truss nodal displacements can be built as follows:
where α_{ i } and \(\beta_{ij}^{'}\) are the RS fitting coefficients to be determined with \(\beta_{ij}^{'}\) = β_{ ij }F_{ j }; m_{1} and m_{2}, respectively, are the number of terms included in polynomials f(A^{n}) and g_{ ij }(A^{n−1}).
Suitable design points are defined including the crosssectional areas of the M bars forming the truss. For the generic design “C”, it holds A_{ k } = A ^{C}_{ k } with k = 1, 2,…, M.
After the displacement δ ^{C}_{ i } corresponding to design points is determined from finite element analysis, Eq. (37) is rewritten as follows:
or
The above expression is a homogeneous equation. Since the ratio between numerator and denominator in Eq. (37) stays the same if both terms are multiplied by the same quantity, RS model coefficients can be normalized with respect to any fitting coefficient. In order to keep generality, let us set α_{1} = 1 and rewrite Eq. (39) as follows:
Selecting M design points (M ≥ m_{1} + Km_{2}, where K is the number of loads F_{ j } that are not equal to zero), a system of M linear equations in the unknown coefficients α_{ i } and \(\beta_{ij}^{'}\) is obtained:
The determination of these coefficients by solving this system can be done in two ways.

(1)
If M > m_{1} + Km_{2}, the number of design points is larger than the number of unknown coefficients. Solving accuracy is maximized by using the least square method.

(2)
If M = m_{1} + Km_{2}, the number of design points is equal to the number of unknown coefficients and classical linear algebraic solvers can be utilized.
According to best uniform approximation theory, quality of RS approximation improves as the fitting model resembles the real structural response. Since the multivariate rational RS model developed in this study reproduces the actual analytical model behind determination of nodal displacements of truss structures, the present model can give results very close to the real structural response of a truss structure.
6 Verification of Multivariate Rational RS Model for Truss Displacement Approximation
The accuracy of the multivariate rational response surface approximation model developed in this study is verified in some design examples. The crosssectional area of truss elements is selected as the design variable which can range between 0.01 and 0.05 m^{2}; cross sections of all elements are supposed to be circular. The Young’s modulus is 2.1 × 10^{11} Pa while Poisson’s ratio is 0.3. Node displacement is taken as the structural response to be approximated. Value of design variables selected for design points P_{D} is \(A_{{{\text{P}}_{\text{D}} ,i}} \in \{ 0.01,0.02,0.03,0.04,0.05\}\) while value of design variables selected for check points P_{E} is \(A_{{{\text{P}}_{\text{E}} ,i}} \in \{ 0.015,0.025,0.035,0.045\}\).
Example 9: Planar 2bar Truss Structure
For the truss studied in Example 1, accuracy of multivariate rational RS model is evaluated in Table 7. Figure 7(a) compares the displacement maps corresponding to the true structural response and the approximate model. The relative errors on nodal displacements evaluated at check points are shown in Figure 7(b).
Example 10: Planar 6bar Truss Structure
The structural layout, kinematic constraints and loads are the same as for Example 3. Table 8 lists the values of performance indicators for the multivariate rational RS model.
Example 11: Planar 12bar Truss Structure
The planar truss shown in Figure 8 is a statically indeterminate structure constrained by fixedhinged supports around the edge. There are only two degrees of freedom for this design example. Performance indicators for the multivariate rational RS model, evaluated with respect to the solution provided by the commercial finite element software ANSYS, are listed in Table 9.
Example 12: Monolithic Tower
For the monolithic tower schematized in Figure 9, the lateral load P_{2} simulates the action of the wind while the vertical load P_{1} simulates the weight of the tower body and other concentrated loads. Two loading conditions are considered: (i) P_{1} = 0, P_{2} = 1 kN; (ii) P_{1} = 1 kN, P_{2} = 1 kN. The displacement to be computed is the lateral displacement of node A and B respectively. Performance indicators for the multivariate rational RS model, evaluated with respect to the solution provided by the commercial finite element software ANSYS, are listed in Table 10.
Example 13: Secondary Mirror Supporting Structure
The secondary mirror supporting structure schematized in Figure 10 is a highly lightweight triangular structure in which six supporting bars form a closed bar system in an end to end way between the primary and secondary mirror plates. The weight of the objects on the top of the supporting structure is equivalent to the concentrated loads on the three top nodes (see Figure 10). The displacement to be computed is the vertical displacement of node A. Performance indicators for the multivariate rational RS model, evaluated with respect to the solution provided by the commercial finite element software ANSYS, are listed in Table 11.
It can be seen that relative error between response results obtained by multivariate rational RS approximation and ANSYS is very small for all design examples. Evaluation coefficients are always very high, thus satisfying engineering requirements. The same conclusion holds true for both statically determinate and indeterminate truss structures.
7 Conclusions

(1)
The polynomialbasis response surface approximation is different from the real function between crosssectional area and nodal displacement, relative error ranging from 4.747% to 23.56% which does not meet the engineering requirement.

(2)
Polynomialbasis RSM with reciprocal variables has a great improvement on the statically determinate structure, with relative errors less than 10^{−10}. However, for the statically indeterminate structure, the approximation accuracy is still low.

(3)
Relationship between the nodal displacement and the crosssectional area is derived, following the conjecture about the determinant expression of stiffness matrix and elements of adjoint matrix.

(4)
On the basis of previous conjecture, multivariate rational response surface approximation of truss nodal displacements is established. The fitting accuracy of both statically determinate structure and statically indeterminate structure is greatly improved, with relative errors less than 10^{−3}.
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Authors′ contributions
SC, LJL, MG carried out the multivariate rational response surface approximation of nodal displacements of truss structures study. XFJ paticipated in the sequence alignment and drafted the manuscript. And all authors read and approved the final mancuscript.
Authors’ Information
Shan Chai, born in 1955, is a professor at School of Transportation and Vehicle Engineering, Shandong University of Technology, China. He received his Ph.D. degree from Dalian University of Technology, China, in 1996. His main research interests include structural optimization, computer aid engineering, vehicle and mechanics dynamics.
XiangFei Ji, born in 1991, is currently a Ph.D. candidate at Key Laboratory of Electronic Equipment Structure Design, Xidian University, China. His research interests include optimization, noise analysis and control.
LiJun Li, born in 1977, is currently an associate professor at School of Transportation and Vehicle Engineering, Shandong University of Technology, China. She received her Ph.D. degree from Shanghai Jiao Tong University, China, in 2005. Her research interests include computer aid engineering, vehicle and mechanics dynamics, noise analysis and control.
Ming Guo, born in 1989, is currently an engineer at Shandong Linglong Tire Co., Ltd., China. He received his master degree School of Transportation and Vehicle Engineering, Shandong University of Technology, China, in 2006. His main research interests include structural optimization, computer aid engineering.
Acknowledgements
Supported by National Natural Science Foundation of China (Grant No. 5150261), and Shandong Provincial Natural Science Foundation of China (Grant No. ZR2015AM013).
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Chai, S., Ji, XF., Li, LJ. et al. Multivariate Rational Response Surface Approximation of Nodal Displacements of Truss Structures. Chin. J. Mech. Eng. 31, 1 (2018). https://doi.org/10.1186/s1003301802194
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DOI: https://doi.org/10.1186/s1003301802194