Research Article  Open Access
Haijun Peng, Qiang Gao, Zhigang Wu, Wanxie Zhong, "Fast Model Predictive Control Method for LargeScale Structural Dynamic Systems: Computational Aspects", Shock and Vibration, vol. 2014, Article ID 508954, 13 pages, 2014. https://doi.org/10.1155/2014/508954
Fast Model Predictive Control Method for LargeScale Structural Dynamic Systems: Computational Aspects
Abstract
A fast and accurate model predictive control method is presented for dynamic systems representing largescale structures. The fast model predictive control formulation is based on highly efficient computations of the state transition matrix, that is, the matrix exponential, using an improved precise integration method. The enhanced efficiency for model predictive control is achieved by exploiting the sparse structure of the matrix exponential at each discrete time step. Accuracy is maintained using the precise integration method. Compared with the general model predictive control method, the reduced central processing unit (CPU) time required by the fast model predictive control scheme can result in a shorter control update interval and a lower online computational burden. Therefore, the proposed method is more efficient for largescale structural dynamic systems.
1. Introduction
Model predictive control (MPC) is popular because it is one of the few control methodologies that can stabilize both linear and nonlinear systems [1]. In the past 20 years, applications of MPC have grown steadily, and MPC is now in widespread use, particularly in the aerospace field [2–5], the process industry [6–8], and mechanical systems [9–11]. The popularity of the method is the result of the strong theoretical background that has been developed over the past few years, the development of efficient optimization algorithms and codes, and the substantial increase in computational power [1]. However, MPC is used only for small or mediumscale slow systems [12].
Recent advances in MPC have led to its implementation in faster, largescale dynamic systems [1, 13, 14]. For largescale systems, modelbased control methods and datadriven control methods are the two most important frameworks in the control community. Datadriven control methods depend only on the measured process variables and are currently receiving increasing attention in the research field and in practical applications [15–17]. A recent study [16] provides an excellent comparison of the basic datadriven methods for process monitoring and fault diagnosis. The results from this study can provide a reference for achieving successful process monitoring and fault diagnosis of largescale industrial processes. In contrast to datadriven methods, MPC belongs to the class of modelbased control methods. In this study, we are concerned with the computational aspects of largescale control problems, such as structural dynamic systems.
The objective of MPC is to determine an optimal control sequence online that minimizes the cost of reaching a reference condition within a given prediction horizon given knowledge of the system dynamics and current information [2]. However, for high sampling rates and largescale systems, the computational time required by MPC becomes a limitation of the method [1]. To overcome the limitations of MPC in a largescale structural dynamic system, several alternatives that efficiently solve MPC problems have been proposed in the literature. Explicit MPC based on explicit solutions of a quadratic program (QP) is one method for implementing fast MPC [18, 19]. The main drawback of explicit MPC is that the calculation time and the memory requirements increase exponentially with the number of states, controls, and constraints, so explicit MPC can be used at most for mediumscale problems. Other methods for fast implementations of MPC have involved the design of the optimization algorithm for online solutions such as custom integrated circuit architecture [20], the online activeset qpOASES method [21], the interiorpoint method, and fast gradient methods. Recently, an algebraic model predictive control (AMPC) algorithm using fewer prediction points was introduced to reduce the number of computations [2]. Based on the direct algebraic solution of the state transition matrix and using the eigenvalues and eigenvectors of the system, AMPC is an approximate method that is efficient and accurate.
The research effort of this study is inspired by the high efficiency of the AMPC algorithm. Two main contributions of the AMPC algorithm are the introduction of variable prediction time intervals and the computation of the matrix exponential for the discretization and construction of the prediction matrices. However, the control update depends on the computation of the state transition matrix. Both the eigenvalueeigenvector method in AMPC and the Taylor/Padé series expansion method in general MPC for computing the matrix exponential of a largescale system are time consuming.
In general, the dynamic equations of a structure are obtained using the finite element method, which can have thousands of degrees of freedom; thus, the dynamic equations typically form a largescale system. Furthermore, the secondorder ordinary differential equations for the dynamics can be transformed into firstorder ordinary differential equations to form a linear, timeinvariant system with no constraints, but the order of the system of equation increases. The numerical efficiency in obtaining solutions becomes a key problem when using the general MPC method and/or the AMPC method for controlling a structural dynamic system, especially for computing the matrix exponential of the system in the AMPC method.
In this study, we analyzed the important factors influencing the computational efficiency in largescale structural dynamic systems and found that the computations of the feedback gain matrix and the control update have important consequences for the online implementation of unconstrained MPC. Essentially, the feedback gain matrix and the control update are functions of the state transition matrix (or matrix exponential). Therefore, the most critical task for fast online implementation of MPC is highly efficient computation of the state transition matrix. In this study, an efficient numerical method for computing the state transition matrix is proposed that significantly increases the computational efficiency of MPC for largescale structural dynamic systems.
The contribution of this study lies in the application of the fast precise integration method (FPIM) to compute the matrix exponential arising in linear MPC problems for largescale structural dynamic systems. Furthermore, we offer a new insight to the physical meaning of the matrix exponential and a fast model predictive control (FMPC) method to increase the efficiency without a loss of accuracy in computing the control law at each control update interval. By exploiting the sparse structure of the matrix exponential based on the physical meaning of a largescale structure, it will be shown that the prediction matrices can be computed efficiently. The proposed FMPC algorithm is compared with the general MPC method using a numerical simulation of a largescale springmass system. The results are very encouraging, particularly for largescale systems and long prediction horizons with many prediction points.
2. Model Predictive Control for LargeScale Structural Dynamic Systems
Because the use of statespace models has gained increased attention for multivariable processes, a simple derivation of the statespace form for largescale structural dynamic systems is given first. Then, the general MPC problem based on the statespace form and several relevant results are reviewed briefly in this section.
2.1. StateSpace Form for Dynamic Systems
The nominal continuoustime, largescale structural dynamic model can be defined as where , , and are the displacement, velocity, and acceleration vectors, respectively, is the total number of degrees of freedom, , , and are the mass, damping, and stiffness matrices, respectively, is the control input vector, is the number of active control actuators, and is the control input matrix. In general, the mass, damping, and stiffness matrices satisfy the following conditions: , , and .
Equation (1) is a general system of secondorder dynamic equations, and there are many methods available for transforming (1) into a firstorder statespace model. In this study, we introduce the new momentum vector as Substituting (2) into (1), the linear, timeinvariant, controlled system can be expressed in the statespace form as follows: where is the state vector, and and are the coefficient matrices. Equation (3) is the standard statespace form of a controlled largescale structural dynamic system.
2.2. General Model Predictive Control Formulation
Combining the output equation of the controlled system with the statespace model in (3) gives the system representation used in MPC: where is the output vector, is the number of outputs, and and are the coefficient matrices.
The future states resulting from control inputs given at the current time can be evaluated by applying a moving prediction horizon. These points in the moving prediction horizon will be referred to as prediction points [2]. General MPC formulations take the prediction horizon as the length of the moving time horizon and predict future outputs and controls. For a numerical approach, the continuous time domain is divided into time intervals with equal time steps ; that is, Then, the state, control, and output vectors at time are defined as The convolution integral formulation is used to evaluate the future states of a controlled system with a constant control input, which can be expressed as where the state transition matrix can be expressed as or . Equation (8) shows that the predicted value of the state vector at the next time step, , can be obtained from the current value of the state vector, , and the current value of the control vector, , which is assumed to be constant. Furthermore, because the control vector is constant in time interval , (8) can be simplified as where
The predicted value of the output vector can be expressed as a function of the current state and future control inputs in the following form: where is the value of the state vector at time . The future values of the outputs of the controlled system at all of the prediction points in the prediction horizon can be represented as a function of the current state and a set of control inputs as follows:
in which is a vector of changes in the future outputs evaluated over the prediction horizon with prediction points and is a vector of control inputs over the prediction horizon.
With the predicted outputs in (12) for the given prediction horizon, the cost function for MPC can be defined as where and are the weighting matrices. The weighting matrix is a nonnegative definite symmetric matrix, and is a positive definite symmetric matrix. The predicted outputs and the control inputs should be minimized over the prediction horizon.
Because there are no constraints, the control inputs can be obtained using the variational method; that is, the control law can be obtained analytically by minimizing the cost function in (13) with respect to the control input , which gives
In the preceding problem, the solution for the optimal control in the interval is obtained with the current state as the initial condition, but only the value of the control vector for the first step (the first rows of ) is employed as the input to the system; the remainder of the control is discarded. At the next time instant , the solution process is repeated; that is, replacing with the current time , a continuoustime feedback controller can be obtained from (14). It should be noted that, for a linear, timeinvariant system, the computation of the feedback gain matrix must be performed only once, before control commences.
3. Fast Algorithm Based on Improved Precise Integration Method
The review of the general MPC algorithm in the previous section showed that the feedback gain matrix is mainly determined by the matrices and in (12), which are functions of the matrix exponential. As the number of degrees of freedom and the number of prediction points increase, the computation of the matrix exponential becomes increasingly time consuming. In this section, a formulation for computing matrix exponentials is introduced, and then the FPIM is developed to improve the computational efficiency for largescale structural dynamic systems.
3.1. General Formulation for Matrix Exponentials
In principle, the exponential of a matrix can be computed in many ways. These methods involve series approximations, differential equations, matrix characteristic polynomials, matrix eigenvalues, and matrix decompositions. Moler and van Loan [22] gave a comprehensive review of the computation of matrix exponentials, but none of the methods reviewed is completely satisfactory. In the general MPC method, the value of a matrix exponential for a timeinvariant system is typically obtained from a Taylor series expansion truncated to thorder [2, 22–24]:
In the computation of a matrix exponential employing equation (15), if the discretization step is sufficiently small, the higherorder terms in the expansion are an acceptable approximation. However, if the discretization step is not very small, the higherorder terms become more significant and affect the accuracy of the matrix exponential. Moler and van Loan [22] presented a better numerical method using a Padé approximation with scaling and squaring.
Once the matrix exponential is obtained, the prediction matrices and can be constructed. Because the computational procedure given by (15) and the scalingandsquaring method involve numerous matrix multiplications, they are very time consuming for largescale systems. Moreover, the length of the prediction horizon and the number of prediction points significantly affect the computation of the matrix exponential. Therefore, neither a Taylor series expansion nor the scalingandsquaring method is satisfactory for computing the matrix exponential for largescale dynamic systems.
3.2. Improved Fast Precise Integration Method for Matrix Exponentials
The precise integration method (PIM) was first proposed by Zhong and Williams [25] for the integration of the dynamic equations of structures. Because of the high precision of the PIM for linear, timevariant systems, this method is now widely used [26–28]. The PIM for computing the matrix exponential in one time step is as follows: where and is an integer ( is recommended in the original PIM). Because the time step is not very large, is extremely small; therefore, the 4thorder Taylor series approximation can be used to evaluate ; that is, where Substituting (17) into (16) gives The incremental part can be repeatedly computed from Finally, by computing (20) times, the matrix exponential is obtained from
From the above process, it can be observed that the original PIM is a simple algorithm. Initial values are chosen for the two integers, and , where these values ensure that the relative error of is less than a predefined tolerance. Next, we let and compute according to (18). Equation (20) is then solved times. The final step is to add the identity matrix to , which yields the required matrix exponential. However, the computational effort of the PIM is , which can therefore be very time consuming for largescale systems. The choice of the parameters and in the PIM algorithm is very important. In this study, the parameters and are selected with an adaptive method that is based on the following theorem [22].
Theorem 1. For the matrices and , if , then , where in which denotes the norm of the matrix and
The above theorem can be used to determine the values of and in the following way. The relative error is defined by Using the theorem, the following equation holds: where Therefore, we can choose and in such a way to ensure that the relative error is less than the given tolerance.
Given the appropriate parameters and , the original PIM, and the physical significance of the structural dynamic system, the sparse structure of the matrix exponential is analyzed, and then the FMPC is developed.
If there are no active control forces, (9) can be written in partitioned form as Equation (27) shows the physical meaning of the matrix exponential. That is, if (a) the initial displacement of the th degree of freedom is one, (b) the initial displacements of the remaining degrees of freedoms are zero, and (c) the initial momentums of all of the degrees of freedoms are zero, then the displacement and momentum responses of the th degree of freedom at are and , respectively.
It is well known that the propagation speed of the energy in a onedimensional rod is (where is Young’s modulus and is density) and therefore finite. The propagation speed of the energy in a structural dynamic system is similarly finite, and, within a small time step, the excitation of a specific degree of freedom can affect only the adjoining degrees of freedom of the system. Thus, according to the physical meaning of the matrix exponential given above, and must be sparse matrices. Similarly, the block matrices and are both sparse matrices. Despite the fact that the matrix exponential is a sparse matrix for a small time step, the matrix may be a dense matrix in the implementation of (18)–(20) because of the accumulation of computer roundoff error. If we examine the values of the matrix carefully, it can be observed that many elements of are very close to zero. These extremely small elements of the matrix must therefore be caused by numerical errors and hence should be zero. In the direct application of the PIM, many elements that should be zero are involved in the matrix multiplication, with a resulting waste of computational effort. This waste necessitates a procedure for transforming the dense matrix to a sparse form, which in turn leads to an FPIM algorithm for computing the matrix exponential efficiently.
The procedure for transforming the dense matrix to sparse form is as follows. The physical meaning of enables it to be divided into the four submatrices , , , and . Calculate , the maximum absolute value of all elements comprising , and set a tolerance, typically . Then, if the absolute value of any element in is less than , set the element to zero. Using this procedure, is transformed into a sparse matrix that can be stored in a sparse form. The matrices , , and can be transformed in a similar fashion.
In this study, the FPIM is used to compute the matrix exponential in MPC, which results in an FMPC algorithm. The primary difference between the proposed FMPC method and the general MPC method is that the state transition matrix and the matrix are evaluated using the FPIM. As shown in previous sections, the main computational effort with MPC is the computation of the matrix exponential. The proposed FMPC method can significantly reduce the computational burden of obtaining the prediction matrices and .
Based on the preceding analysis, the implementation of FMPC for a largescale structural dynamic system is as follows.(1)Form the mass matrix , the damping matrix , and the stiffness matrix for the largescale structural dynamic system, construct the system matrix using (4), and store it in a sparse format.(2)Choose the prediction time horizon and the number of prediction points ; the time step is then given by .(3)Let and determine the two parameters and according to the adaptive error theorem.(4)Compute the th Taylor series approximation formulation (5)Transform the matrix to a sparse format.(6)Perform the following steps: for iter = 1: transform the matrix to a sparse format; end(7)Add matrix to the identity matrix to obtain the matrix exponential .(8)Compute the matrices and in (12) in association with (10)–(12).(9)The FMPC control law can be obtained from (14).
In this implementation of FMPC, it can be observed that the only difference is the addition of a procedure for transforming the matrix to a sparse form. However, this simple procedure can significantly improve the computational efficiency, which will be shown by a comparison with general MPC given in Section 4.
4. Numerical Simulations
In this section, the proposed fast MPC algorithm is applied to an oscillating springmass model with many degrees of freedom, as shown in Figure 1. This oscillating springmass model consists of a sequence of (where , 600, and 900) masses connected by springs to either the adjacent masses or to the walls on either side. There are 30 actuators distributed evenly from the first mass to the last mass (). Every mass has value of 1 (), and all springs have a spring constant of 1 (), so the mass matrix and the stiffness matrix are both known, and the damping matrix is chosen to be . To capture all possible dynamics of the oscillating springmass model and to maintain simulation fidelity, the numerical simulation for the following analysis is executed at a frequency of 10 Hz, which means that the control update interval is 0.1 s. The output variables for MPC were the displacements of all the nodes, the control matrix was , and the weighting matrices and in (14) were both identity matrices.
The proposed algorithm and the general model predictive control algorithm were compared through numerical simulations. The effects of the prediction horizon, the number of prediction points, parametric errors, and nonlinearities in the spring stiffness were examined, and the computational precision and efficiency are discussed in detail.
4.1. ClosedLoop Simulation Results
In the first closedloop simulation, the number of masses was , the prediction horizon was seconds, and the number of prediction points was . The initial conditions of the oscillating springmass model were a unit displacement and velocity for every mass. The results obtained with the FMPC algorithm are presented in Figures 2–5.
The displacement responses of the first mass with and without FMPC are given in Figure 2, in which the results with FMPC and without FMPC are denoted by solid and dashed lines, respectively. Figure 2 gives the dynamic response with FMPC and the openloop response. Figure 2 shows that FMPC is able to effectively control the vibrations of the masses, and the displacement is nearly zero after 200 seconds; that is, the oscillating springmass model can be stabilized within 200 seconds. The control inputs in Figure 3 support that conclusion.
Figures 4 and 5 illustrate the displacement and velocity responses for all masses at time s. The results with FMPC and without FMPC are denoted by triangles and circles, respectively. These results show that FMPC is effective in stabilizing the oscillating springmass model.
4.2. Computational Performance
There are two elements that affect the computational performance for a linear, timeinvariant system: the formulation of the controller gains before control begins and the recurrent control evaluation is required at each control update interval [2]. From the formulation of the feedback gain matrix given by (14) and the recurrent control evaluation from (9), the key factor, especially for largescale structural dynamic systems, is the computation of the matrix exponential. The proposed FMPC algorithm is based on the FPIM, whereas the general MPC algorithm is based on a Padé approximation with scaling and squaring [23] (the method used in the expm function in the programming environment MATLAB). To demonstrate the effectiveness of the proposed FMPC algorithm, a comparison of the computation time (CPU time) and the maximum response deviations for FMPC and general MPC is presented. The two methods were both implemented in MATLAB R2010a on a 2.66 GHz personal computer.
The CPU times for various numbers of degrees of freedom and various numbers of prediction points are given in Table 1 in units of seconds. Table 1 illustrates that the CPU times change with the number of prediction points and the number of degrees of freedom for both FMPC and general MPC. When and , the CPU times for FMPC and general MPC are nearly the same. However, when and , the CPU time for FMPC (0.7810 s) is much less than that for general MPC (74.9918 s); that is, general MPC takes 96.02 times longer to obtain a result similar to that of FMPC. Notably, when and , the general MPC requires 640.0812 s to complete the computations. Therefore, the proposed FMPC is computationally superior to general MPC for largescale structural dynamic systems.

The maximum state response deviations and the maximum control input deviations are given in Table 2, in which and are the state response and control input given by FMPC and and are the state response and control input given by general MPC. Table 2 shows that for varying numbers of prediction points and degrees of freedom , the differences between FMPC and general MPC in the responses of the states and the control inputs are all very small, which shows that FMPC is very accurate.

Tables 1 and 2 show that FMPC gives nearly the same computational precision as general MPC using much less CPU time. This demonstrates the efficiency of FMPC in obtaining a satisfactory closedloop response. Therefore, the recurrent computational work can be significantly reduced during each control evaluation for a largescale dynamic system. Furthermore, the following important observations can be made: the reduced CPU times required by FMPC offer the opportunity to reduce the control update interval if desired; the same closedloop performance is achievable with a longer sampling period, so the online computational burden can be reduced further.
4.3. Prediction Horizons
There are many factors that influence the FMPC algorithm regarding system performance such as the weighting matrices and , the prediction horizon , and the number of prediction points . To study the influence of the prediction horizon , the number of prediction points and the number of degrees of freedom were fixed at and , respectively, and simulations were conducted for three different values of the prediction horizon: , 20, and 30. Figures 6 and 7 show the displacement responses and the control inputs, respectively, for the three values of the prediction horizon.
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From Figures 6 and 7, it can be observed that the state responses and the control inputs can be stabilized faster when the length of the prediction horizon is reduced, but the maximum values of the control inputs are larger when the prediction horizon is small. Therefore, shorter prediction horizons will generally shorten the transient response at the expense of increased control activity. The results additionally indicate that the transient response of the system can be changed by adjusting the length of the prediction horizon.
Furthermore, as discussed in Section 3, the important difference between the proposed FMPC and general MPC is the computation of the matrix exponential for a largescale structural dynamic system. In FMPC, the matrix exponential is evaluated using the FPIM. The matrix exponential for a largescale structural dynamic system has physical significance and therefore has a sparse algebraic structure. Figure 8 gives the distribution of the nonzero elements of the matrix exponential for both FMPC and general MPC for different lengths of the prediction horizon. The upper part of Figure 8 shows that the matrix exponentials with FMPC for the various lengths of the prediction horizon are all sparse matrices with a high degree of sparsity, whereas the bottom part of Figure 8 shows that the matrix exponentials with the general MPC method for the various lengths of the prediction horizon are all full matrices. If we observe carefully these three matrix exponentials obtained from general MPC, it can be observed that many elements are very close to zero. If those nearly zero elements are deleted, the matrix exponentials with general MPC are nearly the same as the matrix exponentials with FMPC. Therefore, the computational efficiency of the proposed FMPC method can be increased significantly without a loss of computational precision.
4.4. Number of Prediction Points
Prediction points are specific points within the prediction horizon that can be used to shape the predicted response of tracked outputs resulting from a hypothetical set of control actions [2]. Therefore, these points can be considered tuning parameters, and the number of prediction points placed over the prediction horizon can influence the closedloop system response. To study the influence of the number of prediction points, the length of the prediction horizon and the number of degrees of freedom were fixed at and , respectively, and simulations were performed for three different values of the number of prediction points: , 10, and 15. Figures 9 and 10 show the displacement responses and the control inputs for the three values. From Figures 9 and 10, it can be observed that the state responses and the control inputs can be stabilized faster with a larger number of prediction points. However, the maximum values of the control inputs increase when the number of prediction points increases. Therefore, more prediction points will generally shorten the transient response at the expense of increasing the maximum values of the control inputs.
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Figure 11 gives the distribution of the nonzero elements of the matrix exponential for both FMPC and general MPC. From the upper part of Figure 11, it may be observed that the matrix exponentials with the FMPC method for the various numbers of prediction points are all sparse matrices, whereas, from the bottom part of Figure 11, it may be observed that the matrix exponentials with the general MPC method for the various numbers of prediction points are all full matrices. Therefore, the same conclusion can be drawn as in the previous subsection: the FMPC algorithm has a more sparse structure than the general MPC algorithm. The computational efficiency of the proposed FMPC method can be increased substantially without losing computational precision by exploiting this sparse structure.
4.5. Influence of Parametric Errors and Nonlinear Spring Stiffness
In the previous sections, the algorithm parameters, such as the prediction horizon and the number of prediction points , were investigated for their influence on the controlled system performance. However, errors in the system parameters in actual applications can affect the performance of the FMPC method, so the robustness of the FMPC algorithm must be evaluated. Therefore, this section first examines parametric errors in the mass and stiffness matrices of the linear springmass model, and then a nonlinear springmass model [29] is simulated with FMPC to validate the presented methodology. In the numerical simulations in this section, the number of masses was , the prediction horizon length was seconds, and the number of prediction points was . The initial conditions of the oscillating springmass model were a unit displacement for every mass.
To test the effects of mass and stiffness parametric errors, a model predictive controller that was designed with the nominal mass and stiffness parameters was used to close the loop around linear springmass models with stochastic mass and stiffness distributions having relative errors of 10% and 50%. The stochastic mass and stiffness distributions are shown in Figure 12. The displacement responses and control inputs for the first mass with FMPC are given in Figure 13, in which the results with the nominal parameters, 10% stochastic error and 50% stochastic error, are denoted by the solid, dotted, and dashed lines, respectively.
For the case of a nonlinear springmass model, we assumed that the restoring force on each mass was , where the parameter is a given coefficient and is the displacement from the equilibrium position. All of the springs in this example were assumed to be nonlinear with this cubic model of the restoring force. The model predictive controller, which was designed for the nominal linear springmass model, was tested with the nonlinear springmass model. The displacement responses and control inputs for the first mass with FMPC are given in Figure 14, in which the results with the linear spring model and the cubic nonlinear spring stiffness with and are denoted by the solid, dotted, and dashed lines, respectively.
From Figures 13 and 14, we can observe that the displacement responses and the control inputs with 10% stochastic error (nonlinear spring stiffness, ) largely coincide with the results for ideal mass and stiffness parameters (linear spring stiffness, ). With the increased stochastic error, that is, 50%, and a nonlinear spring stiffness, , the displacement responses and the control inputs obviously deviate from the results for the ideal mass and stiffness parameters (linear spring stiffness, ). However, the oscillating springmass model can nevertheless be controlled and reach the steady state. Therefore, the FMPC algorithm is robust with respect to the stochastic parameter errors and nonlinearities in the stiffness parameters.
5. Conclusions
This study introduced a fast and highprecision model predictive control computational method for largescale structural dynamic systems. The fast model predictive control formulation is based on highly efficient computations of the state transition matrix using an improved precise integration method. Based on the physical significance of the dynamic system, we show that the state transition matrix, that is, the matrix exponential, with an appropriately chosen time step has a sparse algebraic structure. Using the sparse structure of the matrix exponential in the precise integration method, the efficiency of the proposed method increased significantly. Furthermore, compared with general model predictive control, the proposed method is more efficient for largescale structural dynamic systems. The most important conclusion is that the computational efficiency of the proposed FMPC algorithm can increase 12 orders of magnitude with the same computational precision. Therefore, for largescale structural dynamic systems, the lower CPU times required by the proposed FMPC algorithm offer the opportunity to shorten the control update interval. Additionally, the same closedloop performance is achievable with a longer sampling period, so the online computational burden can be reduced further.
Conflict of Interests
The authors declare that there is no conflict of interests regarding the publication of this paper.
Acknowledgments
This work was supported by the National Science Foundation of China (11102031, 11272076), the Program Funded by Liaoning Province Education Administration (L2013015), and the Fundamental Research Funds for the Central Universities (DUT13LK25).
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Copyright © 2014 Haijun Peng et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.