Research Article  Open Access
LQR Control of Wind Excited Benchmark Building Using Variable Stiffness Tuned Mass Damper
Abstract
LQR control of wind induced motion of a benchmark building is considered. The building is fitted with a semiactive variable stiffness tuned mass damper adapted from the literature. The nominal stiffness of the device corresponds to the fundamental frequency of the building and is included in the system matrix. This results in a linear timeinvariant system, for which the desired control force is computed using LQR control. The control force thus computed is then realized by varying the device stiffness around its nominal value by using a simple control law. A nonlinear static analysis is performed in order to establish the range of linearity, in terms of the device (configuration) angle, for which the control law is valid. Results are obtained for the cases of zero and nonzero structural stiffness variation. The performance criteria evaluated show that the present method provides displacement control that is comparable with that of two existing controllers. The acceleration control, while not as good as that obtained with the existing active controller, is comparable or better than that obtained with the existing semiactive controller. By using substantially less power as well as control force, the present control yields comparable displacement control and reasonable acceleration control.
1. Introduction
Active control devices, such as the Active Tuned Mass Damper (ATMD), require substantial input power and could also destabilize the system if the controller is improperly designed. On the other hand, passive control devices are less effective in the presence of stochastic disturbances and/or structural property variations. Semiactive control devices do not possess these disadvantages and thus appear to be sound alternatives to active and passive devices [1–4]. Such devices provide control forces by varying their mechanical properties, based on feedback. The variable stiffness damper is a semiactive device with good potential for controlling wind/earthquake generated response. Kobori et al. [5] and Nasu et al. [6] considered an active variable stiffness (AVS) system, comprising an onoff type two ended hydraulic damper, to make the structure nonresonant during an earthquake. Nemir et al. [7] considered a variable stiffness bracing and obtained rapid dissipation by way of energy redistribution to higher modes. Such AVS systems, while effective, cause abrupt switching of stiffness. Yang et al. [8] proposed a sliding mode controller for an AVS system. A resetting control algorithm, involving the release of potential energy of the device followed by a quick resetting of the device to its fullstiffness state, was considered by Yang et al. [9]. Yang et al. [2] proposed a 76storey building in Melbourne as a benchmark structure for evaluating algorithms for wind induced response control. Results using LQG control with an ATMD were obtained in their study.
Nagarajaiah [10] developed a semiactive variable stiffness (SAVS) device and studied its performance using a scaled model. The SAVSTMD has been shown to be effective for structures that are subjected to force/base excitation [11]. Varadarajan and Nagarajaiah [12, 13] studied the wind response control of the benchmark building [2]. They used Empirical Mode DecompositionHilbert Transform method [12] and Short Time Fourier Transform (STFT) method [13] in order to track the dominant response frequency. The SAVSTMD was then tuned to this frequency. Wu and Yang [14] studied the performance of Linear Quadratic Gaussian control (LQG), control, and continuous sliding mode control applied to an active mass driver, for acceleration reduction of the wind excited Nanjing tower. Using a variable stiffness TMD, Collins et al. [15] considered bangbang control combined with semiactive control. However, they did not consider the actuator dynamics. Semiactive controller designs using other devices are also available. For magnetorheological devices, Yuen et al. [16] used reliability based robust linear control with a clipped control law, and Karamodin and Kazemi [17] used LQG control and a semiactive neural controller with acceleration/velocity feedback. Sohn et al. [18] studied the semiactive control of a suspension system, by estimating the road profile using the extended least squares method and then applying LQG control. Gaul et al. [19] studied the control of a truss with semiactive friction joints. They used two methods, that is, one with a controller for each joint and another with a single clippedoptimal controller.
In the present study, the SAVSTMD of [12, 13] is deployed in order to control the wind excited benchmark building [2] by using a Linear Quadratic Regulator (LQR) controller. The nominal stiffness of the device, corresponding to the fundamental frequency of the structure, is included in the system matrix. This results in a linear time invariant system, for which algorithms suitable for realtime control applications can be employed. One such algorithm is LQR control wherein gains are computed offline, thus making it suitable for realtime control. The desired control force is computed using LQR control and then realized by changing the stiffness of the device within limits specified around the nominal stiffness. This is done using a simple control law which changes the configuration of the device—within specified limits—by means of an electromechanical actuator. The dynamics of the actuator are excluded from this study. A nonlinear static analysis is performed in order to obtain the operational range of the device configuration angle. This ensures a linear forcedisplacement behavior for the device, and hence validity of the control law. In order to assess robustness of control, the controller thus designed is implemented on the structure having stiffness variation [2]. The goals of the paper are (i) implementation of STLC, that is, the SAVSTMD device with LQR control, with a simple control law that is valid within the operational range of the device, (ii) comparing the performance of STLC with that of the controller in [2], which is based on ATMD with LQG control (ALC), and the controller in [13] which is based on SAVSTMD with STFT control (STSC). This is done for all cases of structural stiffness variation, in order to assess control robustness. In contrast to STLC where gains are computed offline (i.e., computed only once), STFT involves a timevarying system with online computations for realtime frequency tracking during its control law implementation, so as to tune the device to the tracked frequency. This involves intensive online computations which increase the controlloop time and thus renders STFT less suitable for realtime control. On the other hand, ALC, being an active method, requires substantially more power and control force than STLC. Thus, the present study provides a new powerefficient controller design for the benchmark problem, that is, one which is suitable for realtime control and which can be readily extended to outputbased feedback control in order to further decrease the loop time.
2. Semiactive Variable Stiffness TMD
The SAVSTMD is fitted at the top of the 76storey benchmark building [2], as shown in Figure 1(a). The device comprises a rhombus of four springs, each having stiffness and unstretched length . The springs are pin connected at sliding joints (Figures 1(b) and 2). The masses of sliders and springs, and the effect of friction, are neglected. Joint3 and joint4 slide along a horizontal guiderail fixed on the floor. Joint2 slides along the directed groove which is present at the bottom of the TMD mass. The TMD mass moves along the directed rails that are fixed on the floor. By using a controlled actuator, joint1 can be made to move along a directed guide that is fixed on the floor. This causes the stiffness of the device to vary, due to variation in the device configuration angle .
(a)
(b)
The coordinates of joints 1, 3, and 4 are denoted , , and , respectively. The and coordinates of joint2 are denoted and , respectively, with being the TMD displacement measured relative to the top storey (Figure 2). The joint coordinates are measured as per directions shown in Figure 2. The TMD displacement results in force at joint2, measured positive rightward. Equilibrium of joints 2, 3, and 4 yields where are the spring forces. Here are expressed in terms of joint coordinates. For example, .
For held fixed and , the equilibrium configuration angles are equal and denoted as ; that is, . Thus, , or equivalently , represents the device configuration. Choosing device configuration (which is equivalent to choosing ), , , , and are obtained for various TMD displacements, , by solving (1) using MATLAB fsolve. Thus, the forcedisplacement behavior of the SAVSTMD, that is, versus , is obtained as shown in Figure 3. Here, m, kN/m, and various device configurations , such that , are considered. The behavior is almost linear up to , beyond which the linearity holds within a range of . This range reduces as the device configuration (or ) increases. The nonlinearity becomes significant as the device configuration angle increases. The nonlinear behavior begins, for example, at a TMD displacement of around m for and at a TMD displacement of around m for . Thus, for large TMDdisplacement, the device behaves nonlinearly when the device configuration angle is also large.
Assuming that , that is, the TMD displacement is small relative to the unstretched spring length, the model of [12, 13] can be used. This model implies a linear forcedisplacement relation for a given configuration , with device stiffness given as Here, is the stiffness provided by the device for a given configuration . Based on the forcedisplacement behavior shown in Figure 3, the maximum configuration angle is restricted to (i.e., open position) in order to maintain device linearity. This corresponds to around nonlinearity at (Figure 3). Further, the minimum configuration angle is restricted to (i.e., closed position) due to mechanical constraints during flattening of the rhombus. The nominal configuration angle of the device is set as in order that, in this configuration, the device is tuned to the fundamental frequency of the structure. Depending on the control force required, the device stiffness is increased/decreased by varying the device configuration, , about , such that . With the linear forcedisplacement relation of (3) used in the controller design, the RMS value of TMD displacement is obtained as less than cm, as seen from the controlled responses in Table 1. When both the controlforce required and the TMDdisplacement are large and have opposite signs, the device angle required is large and the forcedisplacement relation is nonlinear (Figure 3). However, instances of this happening are few, as is evident from the relatively small RMS values of (given in Table 1) when compared to the linearity limit of m for . Hence, the model given by (3) is henceforth used in the control law. The stiffness of the device can also be written as Here, is the nominal stiffness that corresponds to the TMD being tuned to the fundamental frequency of the structure. Further, is the additional stiffness required to attain the desired control force. The additional stiffness is obtained by varying the device configuration, , such that , where and .

3. Reduced Order Model
The equation of motion of the wind excited building, with SAVSTMD at the top storey, is written as Here, is the displacement vector measured relative to the ground, where , , is the lateral displacement of the storey and is the TMD displacement, is the control input (i.e., force) that is realized via the additional stiffness provided by the SAVS device, is the system mass matrix, is the system damping matrix, and is the system stiffness matrix, where subscript refers to the structure and subscript refers to the damper, and , , , and , are the mass, damping coefficient, and nominal stiffness, respectively, of the TMD, is the control force placement vector, and is the wind excitation vector, with its last element being zero. Since the system stiffness matrix contains only the nominal stiffness of the TMD, the system is timeinvariant and the control force required is given as
The state space representation of (5) is where The output vector for assessing control effectiveness is given by where , , and are as defined in Section 5. In order to reduce the computation time, for realtime control applications, the model is reduced by using the method of Davison [20] as done in [2, 14]. This entails choosing a reduced set of states that are representative of the system response and then expressing this reduced set of states in terms of the first eigenmodes that dominate the response. Let represent the matrix of eigenvectors of , with the eigenvectors arranged in decreasing order of eigenvalue dominance (i.e., the first eigenvector corresponds to the eigenvalue lying closest to the origin and the last eigenvector corresponds to the eigenvalue lying farthest from the origin). Rearrange such that , where is the reduced order dimension state vector and is the reduced order dimension displacement vector. Here, comprises the states, of the full order system, that are excluded from the reduced order system. The , , , , matrices are now rearranged according to . Thus, the approximation of the states in terms of the first eigenmodes yields [14] and it also yields the reduced order system Here, is the top left partition of , is the top right partition of , is the top left partition of , is the bottom left partition of , and is the row vector of .
4. Controller Design
Linear quadratic regulator (LQR) control [21] is considered for controller design. The reduced order model, that is, (11), is considered for the plant dynamics. Thus, the reduced states are assumed to be available for feedback. Using LQR control, the control force is obtained such that the performance index is minimized. The performance index represents the total energy of the system (i.e., the structure and the SAVSTMD). Here, is the positive scalar weighting of the control effort, and is the positive semidefinite state weighting matrix; that is, Here, , , and , are chosen such that effective control is achieved without exceeding the limits prescribed on the TMD displacement, , and the device configuration angle . Equations (10) and (14) yield the positive semidefinite state weighting matrix for the reduced order system as Here, has been rearranged according to . Minimizing subject to the constraint represented by (11) considered without wind excitation, one obtains the desired optimal control force as [21] Here, is the solution of the algebraic Riccati equation given as Considering (4), (6), and the configuration limits of the SAVS device, one obtains the control law. This yields the position of joint1, that is required to realize the desired control force , as Equations (3) and (4) yield the control force thus realized; that is,
An alternative procedure to determine the device configuration that involves the solution of the nonlinear static equations (1) is as follows. For a known desired control force, , and TMD displacement, , the total force required from the TMD is obtained as . Using and in (1), the device actuation, , as well as , , and , can be obtained, subject to the minimum values permissible for and . In this manner, the linear forcedisplacement relation, (3), and the resulting control law, (19), are not used. However, as discussed in Section 2 (on the basis of RMS values of the TMD displacement), the linear forcedisplacement relation suffices for the present application. Hence, this alternative procedure is not adopted.
5. Results
The 76storey benchmark building is modeled using 76 translational degrees of freedom, as considered in [2]. The TMD, having mass , is placed at the top storey. The mass matrix, , stiffness matrix, , and damping matrix for the structure, as well as the acrosswind data, are considered from [22]. A variation in structural stiffness is also considered in order to assess the effectiveness of the controller [2]. The damping ratio for the TMD is considered as [12].
As one of the aims of this study is to compare results from STLC with those using ALC [2] and STSC [13], the reduced order model of [2] is considered. This is a 24degreeoffreedom model, with the reduced state, , comprising the displacements at storeys 3, 6, 10, 13, 16, 20, 23, 26, 30, 33, 36, 40, 43, 46, 50, 53, 56, 60, 63, 66, 70, 73, and 76, and the TMD displacement, all measured relative to ground. The wind force vector is obtained by lumping wind forces at the reduced DOFs, with the wind location matrix modified appropriately [2]. Thus, the third part of (12) is not considered when obtaining the wind force vector. Figure 4 shows the resulting acrosswind load that acts on storeys 50 and 73 for the reduced order model.
The nominal stiffness of the SAVS device, , is tuned to the fundamental frequency of the structure. The fundamental frequency is 0.16 Hz, resulting in kN/m. Using (3), the stiffness of the spring used in the device is chosen as . This ensures that the nominal stiffness of the device is the average of the stiffness values of the device at its operational limits and . Thus, the limits on the additional stiffness that can be provided by the device are and kN/m.
The parameters for the controller design are chosen as , , and . The reduced order plant, that is, (11), is integrated using MATLAB ode45. The initial conditions for the state and the initial control input are considered as zero (i.e., and ). Thus, is obtained at the end of each time step. Subsequently, the desired control force, , is obtained from (17), the position of joint1, , is obtained from the control law, that is, (19), and the control force, , applied at the start of the next time step is obtained from (20). Figure 5 shows the block diagram for the control loop simulation.
Performance criteria denoted by are evaluated [2]. These are defined in terms of controlled responses that are suitably normalized wherever indicated. The uncontrolled structure with zero variation in stiffness is considered when obtaining the normalizing quantity which, unless noted otherwise, corresponds to the response being normalized. The displacement and acceleration of storeys , , , , , , , , and and the displacement and velocity of the TMD measured relative to storey 76 are considered. Hence, the matrices , , and , appearing in the output equation, that is, (13), are defined as follows. Define . For to 9, . Further, . For to , the row of , , and is the row of , , and , respectively. Here, denotes the element of . The remaining elements of , , and are zero.
denotes the maximum RMS acceleration, normalized with the RMS acceleration of storey 75, with storey 76 and the TMD being excluded from the maximum. denotes the average of the normalized RMS accelerations, with the average being taken over storeys 50 to 75. denotes the normalized RMS displacement of storey 76. denotes the average of the normalized RMS displacements, with the average being taken over storeys 50 to 76. denotes the RMS of (i.e., the TMD displacement relative to storey 76) normalized with the RMS displacement of storey 76; denotes the RMS of , that is, the average input power. Note that in [13] the “average power” is defined as the RMS of normalized with the RMS velocity of storey 76, that is, a ratio of velocities. This is denoted here as and is used for comparison with the results from STSC. This essentially represents the RMS of the TMD velocity. Performance criteria to and are defined analogous to to and , respectively, by replacing the RMS values with corresponding peak values. The constraints stipulated in the benchmark problem are kN for the RMS control force, cm for the RMS TMDdisplacement, kN for the peak control force, and cm for the peak TMDdisplacement.
The present STLC results are compared with the ALC results and the passive TMD results obtained by Yang et al. [2, 22] for damping ratio and with the STSC results obtained by Nagarajaiah and Varadarajan [13] for damping ratio. Figure 6 compares the time histories of displacement and acceleration of storey. The case of stiffness variation is considered. The present STLC yields displacements that are comparable with those from ALC and STSC. The acceleration control obtained from STLC is marginally better than that from STSC, but it is somewhat inferior when compared to ALC results. The passive TMD is the least effective of the three controllers.
Peak responses from the four controllers, for the case of stiffness variation, are compared in Figure 7. The passive TMD reduces peak displacements by as compared to the uncontrolled structure. The STLC, STSC, and ALC methods yield a further reduction of in peak displacements, as compared to the passiveTMD controlled structure. Peak displacements from STLC, STSC, and ALC are comparable, with the present STLC being marginally lower than ALC and STSC. The present STLC yields a reduction of in peak accelerations when compared to passive TMD control. It yields marginally lower peak accelerations compared to STSC. However, STLC mostly yields an increase of up to in peak accelerations when compared to ALC. Thus, for stiffness variation, STLC provides storeywise peak responses that are comparable with results of STSC and ALC, except in respect of accelerations for which STLC is inferior as compared to ALC. Note that ALC is generally better than STLC or STSC in acceleration control, since it is an active method whereby the desired control force can always be attained (up to a 300 kN limit) by the actuator and is independent of the ATMD displacement. In contrast, the force attained by the SAVSTMD at a particular instant is limited by the range of device stiffness (i.e., kN/m) and the TMD displacement at that instant.
(a)
(b)
RMS responses from the four controllers, for the case of stiffness variation, are compared in Figure 8. The passive TMD yields up to reduction in displacements and up to reduction in accelerations, as compared to the uncontrolled structure. The present STLC attenuates displacements by and accelerations by , as compared to passive TMD control. It yields a marginal reduction in displacements and up to reduction in acceleration, as compared to STSC. It is comparable in displacements but yields accelerations that are mostly higher, by up to , when compared to ALC. Thus, for stiffness variation, STLC provides comparabletomoderatelybetter storeywise RMS responses as compared to STSC and ALC, except for RMS accelerations for which it is inferior as compared to ALC.
(a)
(b)
Peak and RMS responses from the four controllers, for the case of +15% stiffness variation, are compared in Figures 9 and 10, respectively. When compared to passiveTMD control, the present STLC yields an increase of up to in peak displacements, a reduction of 8–14% in peak accelerations, a reduction of around in RMS displacements, and a reduction of 4–10% in RMS accelerations. When compared to STSC, STLC yields an increase of up to in peak displacements and in peak accelerations. When compared to ALC, STLC yields an increase of up to in peak displacements, 8–25% in peak accelerations, up to in RMS displacements, and in RMS accelerations. Thus, for stiffness variation, STLC provides mostly inferior storeywise peak and RMS responses as compared to STSC and ALC.
(a)
(b)
(a)
(b)
Peak and RMS responses from the four controllers, for the case of stiffness variation, are compared in Figures 11 and 12, respectively. When compared to passiveTMD control, the present STLC yields a reduction of around in peak displacements, in peak accelerations, in RMS displacements, and in RMS accelerations. When compared to STSC, STLC yields a reduction of around in peak displacements and up to in peak accelerations. When compared to ALC, STLC yields an increase of around in peak displacements, but a marginal reduction in RMS displacements. The peak and RMS accelerations show a mixed trend, that is, the performance of STLC ranges from a reduction of to an increase of in peak accelerations, and a reduction of to an increase of in RMS accelerations. Thus, for stiffness variation, STLC provides storeywise displacement responses comparable to results from STSC and ALC and moderately better storeywise peak accelerations as compared to STSC and a mixed trend in storeywise peak and RMS accelerations visavis ALC.
(a)
(b)
(a)
(b)
Performance criteria obtained using the present STLC are compared with those from ALC (shown in parentheses) and STSC (shown in square brackets) in Table 1. STLC yields RMS and peak displacements, that is, , , , , that are comparable with results from ALC and STSC. The average RMS acceleration, , obtained from STLC is comparable with results from ALC for the and stiffness variation cases, higher than the ALC results for the stiffness variation case, comparable with results from STSC for the and stiffness variation cases, and lower than the STSC results for the stiffness variation case. The maximum RMS acceleration, , obtained from STLC is , , and higher than the ALC results for the , , and stiffness variation cases, respectively, comparable with results from STSC for the stiffness variation case, and and lower than the STSC results for the and stiffness variations, respectively. The average peak acceleration, , obtained from STLC is comparable with results from ALC for the and stiffness variation cases, higher than the ALC results for the stiffness variation case, comparable with results from STSC for all three stiffness variation cases. The maximum peak acceleration, , obtained from STLC is , , and higher than the ALC results for the , , and stiffness variation cases, respectively, comparable with results from STSC for the and stiffness variation cases and lower than the STSC results for the stiffness variation case.
Thus, STLC provides displacement control that is comparable to that provided by ALC/STSC. However, the acceleration control obtained from STLC is not as good as that obtained from ALC; that is, the averagepeak and averageRMS accelerations for the stiffness variation case and the maxpeak and maxRMS accelerations for all three stiffness variation cases show lesser attenuation when using STLC as compared to ALC. The reason for this, as discussed previously, is that ALC is an active control method that yields superior acceleration control. The acceleration control obtained from STLC is better than that obtained from STSC for the stiffness variation case, and otherwise comparable with the STSC results.
The RMS relative displacement of the SAVSTMD, that is, , obtained from STLC is higher than the ALC result for the stiffness variation case, lower than the ALC result for the stiffness variation case, comparable with results from ALC for the stiffness variation case, and higher than the STSC results for the stiffness variation case, comparable with results from STSC for the and stiffness variation cases. Note that, for ALC, the actuator stroke is considered instead of the SAVSTMD displacement. The RMS displacement of storey 76 is 10.14 cm for the stiffness variation case. Since is obtained by merely normalizing with this value, it is omitted from Table 1. The peak relative displacement of the SAVSTMD, that is, , is the highest when using STLC, that is, higher by as much as and visavis ALC and STSC, respectively. The peak displacement of storey 76 is 32.30 cm for the stiffness variation case. Since is obtained by merely normalizing with this value, it is omitted from Table 1.
The average power expended, , and the peak power expended, , when using STLC are at least lower visavis ALC, since the latter is a fully active control method. The RMS control force, , is at least lower, and the peak control force, , is at least lower, when using STLC visavis ALC. Thus, the semiactive STLC requires substantially less power and control force in order to achieve comparable displacement control and acceptable acceleration control visavis ALC. Note that the RMS and the peak values of both the SAVSTMD displacement and the control force provided by the SAVSTMD are within limits prescribed by the benchmark problem. Comparisons between STLC and STSC—for power and control force—are excluded, since the values of , , , and are not available for STSC. The index obtained from STLC varies between lower and higher than the ALC results, and it is up to higher than the STSC results. The index obtained from STLC is up to higher than the ALC results and up to higher than the STSC results. However, as noted previously, and represent the RMS and peak values, respectively, of the TMD velocity; that is, they do not actually represent the power input.
Figure 13 shows the time history of the applied and the desired control forces for the stiffness variation case. The applied force depends on the relative displacement and the stiffness of the SAVSTMD. Since the device stiffness available is limited, due to the constraints imposed on the configuration angle, the semiactive device is not always able to produce the desired force. The RMS value of the difference between applied and desired forces is 38.6 kN. Figure 14 shows the time history of the device position, that is, (Figure 2). The horizontal portions represent the limits on the device configuration (19). The device position, and hence its stiffness, varies smoothly except when there is a change in the direction of its relative displacement (19). When the device position changes abruptly, the applied control force is very small due to being small at these instants. However, the applied control force does not change abruptly at these instants.
6. Conclusion
LQR control is employed for a wind excited benchmark building that is fitted with a semiactive variable stiffness TMD device. The nominal stiffness of the device is tuned to the fundamental frequency of the structure and included in the system stiffness matrix. The additional, timevarying, component of the device stiffness is obtained via LQR control and a suitable control law and utilized to apply the control force. A nonlinear static analysis is done to establish the operational limits on the device configuration angle, so as to ensure nearlinear behavior of the device and thus yield a simple control law.
Comparison of the present STLC with ALC and STSC permits the following conclusions.(i)The performance criteria show that STLC generally provides displacement control that is comparable with that of ALC and STSC. However, the acceleration control from STLC is not as good when compared with ALC results. The acceleration control from STLC is better than that from STSC for the stiffness variation case, and otherwise comparable with STSC results.(ii)For the stiffness variation case, STLC provides comparabletomoderatelybetter peak and RMS storeywise responses, except that, for accelerations, it is inferior visavis ALC (since the latter is a fully active method). For the stiffness variation case, STLC generally provides inferior peak and RMS storeywise responses. For the stiffness variation case, STLC provides storeywise displacement responses comparable with ALC and STSC results, moderately better peak storeywise accelerations visavis STSC, and a mixed trend in peak and RMS storeywise accelerations visavis ALC.(iii)The STLC requires substantially less power and control force to achieve comparable displacement control and acceptable acceleration control visavis ALC.
Future work would involve LQG and Static Output Feedback controller designs that reduce the number of sensors required. Further, knowing the SAVSTMD displacement (i.e., ) and the desired control force (i.e., , obtained by linear control methods), one can obtain the device actuation required (i.e., ) via the nonlinear static equation (1) or their dynamic counterparts (in case the masses of the sliders are substantial). This would eliminate the limiting of the device configuration angle and would thus reduce the error between desired and applied control forces.
Conflict of Interests
The authors declare that there is no conflict of interests regarding the publication of this paper.
References
 F. Ricciardelli, A. D. Pizzimenti, and M. Mattei, “Passive and active mass damper control of the response of tall buildings to wind gustiness,” Engineering Structures, vol. 25, no. 9, pp. 1199–1209, 2003. View at: Publisher Site  Google Scholar
 J. N. Yang, A. K. Agrawal, B. Samali, and J.C. Wu, “Benchmark problem for response control of windexcited tall buildings,” ASCE Journal of Engineering Mechanics, vol. 130, no. 4, pp. 437–446, 2004. View at: Publisher Site  Google Scholar
 G. W. Housner, L. A. Bergman, T. K. Caughey et al., “Structural control: past, present, and future,” ASCE Journal of Engineering Mechanics, vol. 123, no. 9, pp. 897–971, 1997. View at: Google Scholar
 M. D. Symans and M. C. Constantinou, “Semiactive control systems for seismic protection of structures: a stateoftheart review,” Engineering Structures, vol. 21, no. 6, pp. 469–487, 1999. View at: Google Scholar
 T. Kobori, M. Takahashi, T. Nasu, N. Niwa, and K. Ogasawara, “Seismic response controlled structure with active variable stiffness system,” Earthquake Engineering and Structural Dynamics, vol. 22, no. 11, pp. 925–941, 1993. View at: Google Scholar
 T. Nasu, T. Kobori, M. Takahashi, N. Niwa, and K. Ogasawara, “Active variable stiffness system with nonresonant control,” Earthquake Engineering and Structural Dynamics, vol. 30, no. 11, pp. 1597–1614, 2001. View at: Publisher Site  Google Scholar
 D. C. Nemir, Y. Lin, and R. A. Osegueda, “Semiactive motion control using variable stiffness,” ASCE Journal of Structural Engineering, vol. 120, no. 4, pp. 1291–1306, 1994. View at: Google Scholar
 J. N. Yang, J. C. Wu, and Z. Li, “Control of seismicexcited buildings using active variable stiffness systems,” Engineering Structures, vol. 18, no. 8, pp. 589–596, 1996. View at: Publisher Site  Google Scholar
 J. N. Yang, J.H. Kim, and A. K. Agrawal, “Resetting semiactive stiffness damper for seismic response control,” ASCE Journal of Structural Engineering, vol. 126, no. 12, pp. 1427–1433, 2000. View at: Publisher Site  Google Scholar
 S. Nagarajaiah, “Structural vibration damper with continuously variable stiffness,” U.S. Patent 6098969, 2000. View at: Google Scholar
 S. Nagarajaiah and E. Sonmez, “Structures with semiactive variable stiffness single/multiple tuned mass dampers,” ASCE Journal of Structural Engineering, vol. 133, no. 1, pp. 67–77, 2007. View at: Publisher Site  Google Scholar
 N. Varadarajan and S. Nagarajaiah, “Wind response control of building with variable stiffness tuned mass damper using empirical mode decomposition/Hilbert transform,” ASCE Journal of Engineering Mechanics, vol. 130, no. 4, pp. 451–458, 2004. View at: Publisher Site  Google Scholar
 S. Nagarajaiah and N. Varadarajan, “Short time Fourier transform algorithm for wind response control of buildings with variable stiffness TMD,” Engineering Structures, vol. 27, no. 3, pp. 431–441, 2005. View at: Publisher Site  Google Scholar
 J. C. Wu and J. N. Yang, “Active control of transmission tower under stochastic wind,” ASCE Journal of Structural Engineering, vol. 124, no. 11, pp. 1302–1312, 1998. View at: Google Scholar
 R. Collins, B. Basu, and B. M. Broderick, “Bangbang and semiactive control with variable stiffness TMDs,” ASCE Journal of Structural Engineering, vol. 134, no. 2, pp. 310–317, 2008. View at: Publisher Site  Google Scholar
 K.V. Yuen, Y. Shi, J. L. Beck, and H.F. Lam, “Structural protection using MR dampers with clipped robust reliabilitybased control,” Structural and Multidisciplinary Optimization, vol. 34, no. 5, pp. 431–443, 2007. View at: Publisher Site  Google Scholar
 A. KKaramodin and H. HKazemi, “Semiactive control of structures using neuropredictive algorithm for MR dampers,” Structural Control and Health Monitoring, vol. 17, no. 3, pp. 237–253, 2010. View at: Publisher Site  Google Scholar
 H.C. Sohn, K.T. Hong, K.S. Hong, and W.S. Yoo, “An adaptive LQG control for semiactive suspension systems,” International Journal of Vehicle Design, vol. 34, no. 4, pp. 309–326, 2004. View at: Google Scholar
 L. Gaul, H. Albrecht, and J. Wirnitzer, “Semiactive friction damping of large space truss structures,” Shock and Vibration, vol. 11, no. 34, pp. 173–186, 2004. View at: Google Scholar
 E. J. Davison, “A method for simplifying linear dynamic systems,” IEEE Transactions on Automatic Control, vol. 11, no. 1, pp. 93–101, 1966. View at: Google Scholar
 D. S. Naidu, Optimal Control Systems, CRC Press, New York, NY, USA, 2003.
 http://sstl.cee.illinois.edu/benchmarks.
Copyright
Copyright © 2014 S. N. Deshmukh and N. K. Chandiramani. 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.