Research Article  Open Access
Hongwei Guo, Chuang Shi, Meng Li, Zongquan Deng, Rongqiang Liu, "Design and Dynamic Equivalent Modeling of DoubleLayer Hoop Deployable Antenna", International Journal of Aerospace Engineering, vol. 2018, Article ID 2941981, 15 pages, 2018. https://doi.org/10.1155/2018/2941981
Design and Dynamic Equivalent Modeling of DoubleLayer Hoop Deployable Antenna
Abstract
This study proposes deployable units driven by elastic hinges and a doublelayer hoop deployable antenna composed of these units. A rational modeling method based on the energy equivalence principle is presented to develop an equivalent model of the doublelayer hoop antenna in accordance with the structural characteristics of the antenna. The equivalent beam models of the rods with elastic hinges are proposed. The relationship of geometrical and material parameters is established considering the strain energy and the kinetic energy of the periodic unit, which are the same as those of the equivalent beam in the same displacement field. The equivalent model of the antenna is obtained by assembling several equivalent beam models in the circumferential direction. The precision of the equivalent model of the antenna is acceptable as found by comparing the modal analysis results obtained through equivalent model calculation, finite element simulation, and modal test.
1. Introduction
The development of the aerospace industry leads to the requirement of increasingly large and light antennas to meet the needs of space missions [1]. The transport rockets used at present possess limited storage space; thus, large antennas must be designed as deployable mechanisms that can be folded into a compact configuration before launch and be deployed into a predetermined shape in the orbit [2]. Many types of antenna have been constructed. You and Chen [3–6] and Huang et al. [7] developed deployable mechanical networks using Bennett, Myard, and Bricard linkages. Lu et al. [8] constructed a deployable mechanical network based on Surrus linkages and scissor joints. The hoop truss deployable antenna is an ideal structural form for largeaperture antenna due to its high folding ratio and small mass, which enable it to keep a stable mass and avoid radical mass fluctuation when its diameter is increasing [9]. The United States [10] launched a singlelayer hoop deployable antenna with a diameter of 12.25 m in 2000. The Pactruss deployable antenna, which is composed of inner deployable truss, outer deployable truss, and central scissortype link mechanism, was proposed by Escrig [11]. In 2012, Datashvili [12, 13] developed a new doublehoop deployable truss and conducted a test for its deployable function. You et al. [14] proposed a hoop mechanism with doublelayer scissor hinge. Yan et al. [15–17] proposed a new configuration of a doublelayer deployable antenna mechanism and studied the dynamic characteristics of its deployment process. Qi et al. [18, 19] proposed a large deployable mechanism based on planesymmetric Bricard linkage and a novel large ring deployable mechanism based on a sixbar linkage unit. However, when the antenna diameter is expanded to 100 m or more, the existing structure form cannot meet the required stiffness to work normally, and the driving system of the antenna is extremely complex. As a result, a new doublelayer hoop deployable antenna with high stiffness, lightweight, and passive driver should be introduced.
The dynamic characteristics of a large deployable antenna greatly influence its position and posture, which are important parameters in the structural design. Many scholars have studied this field and achieved significant progress. Li [20] established a multirigidbody dynamic model of a hoop truss antenna. Neto et al. [21] studied the dynamic coupling characteristics of flexible satellites based on the theory of flexible multibody. Zhang et al. [22] constructed a flexible multibody dynamic model of a flexible deployable antenna. However, the dynamic models established using such methods still present many degrees of freedom. This characteristic contradicts with the loworder dynamic models required by the structural vibration control. The equivalent model can provide great convenience for solving the effects of structural and material parameters and the dynamic characteristics of structures. The establishment of an equivalent model that cannot only reflect the dynamic characteristics of the structure but also possess lower orders becoming a key problem for the large deployable antenna [23]. Noor et al. [24–27] set up an equivalent continuum model of lineartype space truss composed of triangular crosssectional periodic unit. Salehian and Inman [28, 29] constructed a continuum model of the linear plane truss, and the results of the dynamic analysis were verified by experiments. Bruls et al. [30] proposed a method for global modal parameter reduction of a multiflexible body system. Naets et al. [31–33] applied a reducedorder control model of the multiflexible body system established using this method to the hardware in the loop realtime control. Liu et al. investigated the dynamic equivalent modeling of the components of most antenna mechanisms, which provided important references for the dynamic study of large deployable antenna mechanisms. They established an equivalent dynamic model for hoop truss structure composed of planar repeating elements [34, 35], an equivalent circular ring model for radial vibration analysis of hoop truss structures [36], an equivalent dynamic model for the inflatable parabolic membrane reflector [37], and an equivalent dynamic model for the cable net of the antenna reflector [38]. Although much literature is available on the establishment of the equivalent continuum model of the linear truss structure and the plane truss, inconsiderable work has been published on the establishment of the equivalent model of the doublelayer hoop antenna. The doublelayer hoop antenna is composed of multiple structures with the same repeating threedimensional truss unit and can thus use the continuum equivalent modeling method mentioned above.
In accordance with the requirement of a large antenna, this study proposes deployable units driven by elastic hinges and a doublelayer hoop deployable antenna composed of these units. The equivalent model is obtained on the basis of the principle of energy equivalence to describe the dynamic characteristics of the doublelayer antenna. The validity of the equivalent model is verified by comparing with the results of the finite element method and the modal test data.
The remainder of the paper is organized as follows. In Section 2, the doublelayer hoop deployable antenna is presented. In Section 3, a method for constructing the equivalent model is proposed and the equivalent beam models of the rods with elastic hinges are deduced. In Section 4, the strain energy and kinetic energy of the unit are studied. In Section 5, the strain energy and kinetic energy of the beam model are calculated. Subsequently, the equivalent model based on the energy equivalence principle is established. In Section 6, the validity of the equivalent model is analyzed. Conclusions are drawn in the last section of the paper.
2. DoubleLayer Hoop Deployable Antenna Mechanism
The stiffness of a singlelayer hoop deployable antenna cannot meet the rigidity requirements of the truss mechanism when the diameter increases to a certain extent, whereas the stiffness of a doublelayer hoop deployable antenna has a larger increase and can meet the demand of a largediameter deployable antenna.
As shown in Figure 1, a doublelayer hoop antenna is composed of a periodic deployable unit and cable net reflection surface. A periodic deployable unit driven by elastic hinges for meeting the requirements of high stiffness and low mass is presented in Figure 2.
(a) Folded state
(b) Expanded state
The deployment process of the unit is divided into two stages. First, the inner and outer ring trusses are deployed in the circumferential direction. Second, the inner and outer ring trusses are deployed in the radial direction under the action of the link truss mechanism. Figures 2 and 3 indicate that the rotation joints of link truss mechanisms A, B, C, and D are connected with elastic hinges. When the antenna is folded, the elastic hinge uses its stored elastic potential energy to promote the unit to deploy. When the antenna is fully deployed, the upper and lower chords are locked due to the selflocking characteristic of the elastic hinge. The locking of the entire mechanism is finally completed.
The inner and outer ring truss mechanisms are slidercranktype unit driven by elastic hinges, as shown in Figure 4. The basic unit is composed of two vertical supporting rods, four chords, and two elastic hinges. Rotation joints A, B, C, and D are connected with elastic hinges. The two cranks are fixed at two adjacent cross bars, and the sliding block is sheathed on the vertical pole. Two speed control cables are installed in the cross state. One end of the cable is connected with the displacement compensation spring. The other end is connected with the drive motor. When the entire mechanism is in its folded state, the elastic hinges are in a compressed state. After the lock is released, the sliding block will slide on the vertical rod under the driving moment of the elastic hinges. The turning angles of the two cranks are equal in the movement process under the action of the slidercrank mechanism, thereby realizing the synchronous deployment of the adjacent units. The impact collision can be avoided through controlling the release rate of the two speed control cables, and then, the entire mechanism can be deployed smoothly. After the entire mechanism is deployed, the rope displacement is compensated by the rope displacement compensation spring to prevent the rope from slack.
As shown in Figure 5, the elastic hinge is a component with stable structural and drive functions. One elastic hinge is composed of two hinge joints, two pieces of elastic reed, and four reed clamps.
(a) Schematic diagram of the structure
(b) Folded state
(c) Expanded state
The material of elastic hinges is titaniumnickel alloy Ni36CrTiAl with a mass density of ρ = 8.0 × 103 kg/m3, Poisson’s ratio ν = 0.35, and Young’s modulus E = 36.94 GPa [39]. This material has high strength, high elastic modulus, high elasticity, and good corrosion resistance. It is an ideal material for making elastic hinges.
The elastic potential energy is stored in the elastic hinge to provide the drive torque in its folded state. Relevant research has indicated that the performance of the torque characteristics of the elastic hinge is strong nonlinear and a great peak torque exists in its fully expanded state during the movement from the folded state to the expanded state. Therefore, the elastic hinge exhibits the characteristics of the beam with high bending stiffness in its expanded state. Given its lightweight, small size, and other advantages, the elastic hinge can replace the traditional springdriven hinge.
3. Equivalent Model Modeling Method and Process
The equivalent continuum model has the following advantages. First, the model can be used to evaluate the overall performance of the doublelayer hoop antenna. Second, the characteristics of the antenna composed of different unit structures are easy to compare and analyze using the model. Third, the model can be adopted to evaluate the effects of the structural and material parameters of the antenna. Finally, the analytical solution of the dynamic characteristics of the antenna can be obtained using the equivalent model. The model will provide great convenience for solving the antenna subjected to static, thermal, and dynamic loads. In this study, a rational modeling method based on the energy equivalence principle is proposed to develop an equivalent continuum model of the doublelayer hoop periodic deployable unit.
The bending and torsional stiffness of the inner and outer layers and the link truss that contains the elastic hinge in x, y, and z directions are calculated using the finite element software to simulate their real stress condition. The equivalent beam models of the rods can be instituted by substituting the calculation results into the parameters of the beam element.
The details of the modeling process of the equivalent model of the unit are depicted in Figure 6. First, a basic periodic unit is separated from the repeated units composed of a doublelayer hoop deployable antenna. Second, the nodal displacement of any point and the element strain in the periodic unit are then expressed through the displacement and strain components at the center of the periodic unit in accordance with the kinematical assumptions. Third, the strain and kinetic energies of unit components are calculated. Fourth, the strain and kinetic energies in terms of nodal displacement, geometrical structure, and material parameters of the unit and the continuum model are derived. Subsequently, the equivalent stiffness matrix and mass matrix of the equivalent continuum model are obtained based on the energy equivalence principle. Finally, the equivalent models of the unit and the entire antenna are developed.
The equivalent beam model of the unit is shown in Figure 7. The equivalent model of the entire antenna can be obtained by assembling several equivalent beam models in accordance with the geometric topology of the original structure.
4. Calculation of the Unit Energy
4.1. Kinematic Assumptions and Displacement Expansions
As shown in Figure 7, a basic periodic unit is separated from the repeated units composed of the doublelayer hoop deployable antenna. The Cartesian coordinate system based on the righthand rule is established, and its origin is located at the unit center. The deformed positions of any cross section of each unit shown in Figure 7 are defined by 12 displacement parameters. Therefore, the displacements in the plane of the cross section are assumed to be specified by a total of 12 parameters. The displacement components u, v, and w are assumed to have a linear variation along the xaxis in the plane of the cross section (planes y–z). The displacement field in the crosssectional plane can be expressed as follows: where , , and are the nodal displacement components at ; , , and are the rotation components; and are the principal strains in the y and z directions, respectively; is the shearing strain in the plane of the cross section (plane y–z); and , , and are the warping and distortion of the cross section (plane y–z).
Figure 8 provides the details of sign convention for the displacement and rotation components. The 12 parameters , , , , , , , , , , , and are the functions of x. As shown in Figure 8, the displacements u, v, and w along the xaxis exhibit a linear change.
(a) Displacement component
(b) Corner component
(c) Force component
(d) Moment component
For the periodic unit with an isosceles trapezoid cross section, the deformed position of any cross section is specified by three displacement components of its four nodes (12 displacement parameters). Considering that the number of free parameters in (1) is 12, (1) represents the field displacement in the crosssectional plane for the unit exactly.
According to the displacement components at the origin (located at the center of the unit), the displacement components of node i of the periodic unit can be expanded in a Taylor series in the x direction. In any case, the displacement components should not exceed the number of nodal displacements and rotations that characterize the deformation of the periodic unit. For the unit shown in Figure 7, its deformation has the characteristics of 24 nodal displacements and rotations. Therefore, the following displacement expansions can be obtained by using only the first two terms of the Taylor series and (1). where , , , , , , , , and .
The classical beam model used in this paper assumes that no warping and distortion of the cross section are observed. Thus, , , and do not exist in the beam model. The parameters in (2) related to , , and are set equal to zero to make the equivalence of the unit and the beam model, that is,
The compatibility among the units of the beam model used in this paper requires that strains , , and in the crosssectional plane of two adjacent elements be the same at their interfaces. This condition can be satisfied if the following strain derivatives are set to zero.
The following formula can be obtained by substituting (3) and (4) into (2).
The displacement of all nodes in the unit can be calculated by (5). As shown in Figure 9, 24 nodes are found in one unit: A–L and A–L.
4.2. Strain Energy
In accordance with (1), the strain components can be obtained by the Cauchy equation as follows: where , , and are taken to be the principal strains in the x, y, and z directions, respectively; , , and refer to the transverse shearing strains in the xoy, yoz, and xoz planes, respectively; is the twist; and are the curvature changes in the y and z directions, respectively; and .
According to (3), the above equations are simplified and the expressions can be obtained as follows:
The axial strain of the rod and cable elements in the unit can be written as follows: where is the axial strain in the kth member; , , , , , and are the strain components in the coordinate directions evaluated at the member center; , , and refer to the direction cosines of the axis of a rod or cable unit in the unit coordinate system of the member k.
The strain components of the kth member can be expanded in a Taylor series about the selected origin as follows: where , , and are the coordinates of the center of the kth member and .
Considering that the derivative of the strain is neglected in the displacement expansion of the periodic unit (5), we considered that the strain in the periodic unit is constant. Thus, the derivative of the strain in the upper formula can be deleted. In accordance with (4), the strain components of the kth member can be simplified as follows:
The coordinate system of the rods and the cables is shown in Figure 10. The coordinate system of the unit is presented in Figure 9, where is the angle between the outer cable and the outer rail, is the angle between the inner cable and the inner rail, is the angle between the central connection side cable and the central connecting rod, and is the angle between the central connecting rod and rail. The crank connecting rod is arranged at a 45° angle.
In accordance with (8), the axial strain of each component can be obtained as follows:
Each point of the rods and the cables possesses the same strain. Therefore, their strain can be expressed by the strain of the midpoint. is the length of the central connecting rod in the y direction; is defined as the length of the central rod; and are given by the length of the outer and inner rails. , , , and , where and are the distances between the slider and the node of the unit.
By taking the coordinate values of each middle point in the yoz plane into (10), we can obtain the axial strain expressions of vertical bars (1–4), cables (5–12), cranks (13–20), rails (21–24), and central connecting rods (25–28) as follows:
In accordance with (11) and (12), the axial strain of each component can be written as follows:
The strain energy of each component is as follows: where signifies the elastic modulus of the kth member, means the crosssectional area of the kth member, is the length of the kth member, and is the principal strain of the kth member.
Therefore, the total strain energy of the unit can be expressed as where the subscripts , , , , and stand for the vertical bar, cable, crank, rail, and central connecting rod, respectively; , , and refer to the outer cable, the inner cable, and the cable in the plane of the central connection unit, respectively; and stand for the outer and inner crank connecting rods, respectively; and and are the outer and inner bars, respectively.
As a result of the vertical pole, the stay cable and the central connecting rod are shared by two adjacent units and their strain energy is taken as half of the original values.
The classical beam theory assumes that the fibers in the cross section do not interact. Thus, no , , and exist in the beam model. The stress related to the strain in the cross section is set equal to zero to make the equivalent of the unit and the beam model, that is,
In accordance with (14) and (15), the strain energy of the unit can be expressed as follows: where
4.3. Kinetic Energy
The kinetic energy is calculated by considering the motion of the rigid body only. The kinetic energy of the rods and cables is as follows: where , and are the nodal displacements of the kth member; is the circular frequency of vibration of the unit; and is the density of the kth member.
The kinetic energy of hinges and sliders can be expressed as follows: where , and are the nodal displacements of the hinges and sliders and is their mass.
The total kinetic energy of the unit is given by
Considering that the rigid body motion is the main part of kinetic energy, the strain term in (5) is neglected when calculating the kinetic energy of the periodic unit. Thus, the formula for the nodal displacement used to solve kinetic energy can be obtained as follows:
The kinetic energy of cross bars, vertical rods, cables, hinges, sliding blocks, and crank connecting rods , , , , , and can be obtained by using (20), (21), and (22).
The longitudinal rods, central connecting rods, central link unit cables, hinges, and sliders are shared by two adjacent units, and their kinetic energy is taken as half of the original values.
In accordance with (21), the total kinetic energy of the unit is obtained as follows:
Equation (24) is the specific expression of the total kinetic energy of the periodic unit, as shown below. where
The subscripts b1, b2, and b3 stand for the central connecting rod, outer rail, and inner rail, respectively; l stands for the vertical bar; d1, d2, and d3 stand for the outer cable, the inner cable, and the cable in the plane of the central connection unit, respectively; and stand for the hinge and the slider, respectively; and m1 and m2 stand for the outer and inner crank connecting rods, respectively.
5. Establishment of the Equivalent Model Based on the Continuous Beam Theory
5.1. Beam Strain Energy
The strain energy of the periodic unit includes the coupling terms between the stretching and lateral bending as well as the coupling terms between torsion and shearing in Section 4.1. Therefore, the unit needs to be equivalent to the anisotropic beam model.
The strain energy of an anisotropic beam can be expressed as where is the strain of the neutral axis of the beam, which can be written as where refers to the twist; and are the curvature changes in the y and z directions, respectively; and signify the transverse shearing strain in the xoy and xoz planes, respectively; and means the principal strain in the x direction.
The strains of the equivalent beam model , and are equal to the strains at the center of the periodic unit.
The matrix D is taken to be the stiffness matrix of the continuous beam, which can be defined as follows: where , , , , , and stand for the stiffness of the stretching, shearing, twisting, and bending of the equivalent beam model and is the coupling coefficient of each stiffness.
5.2. Beam Kinetic Energy
The displacement strains related to , , and are disregarded due to the linear relationship of displacement. The kinetic energy of the anisotropic continuous beam model can be expressed as follows [40]: where , and are the equivalent mass parameters of the beam model and means the vibration angular frequency of the beam model.
5.3. Establishment of the Continuous Beam Equivalent Model
The length of the equivalent beam model is set equal to the length of the periodic unit (). The principle of equal strain energy and (17), (26), (27), and (28) indicate that the stiffness matrix of the equivalent beam model can be expressed as follows: , , , , , , , and ; the other items of are set equal to zero.
The principle of equal kinetic energy and (24) and (29) present that the mass parameters of the equivalent beam model can be written as follows: , , , , and .
The equivalent beam model of the periodic unit is established through the preceding analysis. The equivalent continuum model of the doublelayer hoop deployable antenna can be obtained by assembling several equivalent beam models in the circumferential direction in accordance with the geometric topology of the original structure.
6. Equivalent Dynamic Model Validation and Application
6.1. Validation of the Equivalent Beam Model
The geometry, physics, and material parameters of the anisotropic beam elements, which are needed to be input in the finite element software to establish the anisotropic beam element in the finite element software, are derived on the basis of the parameters of the stiffness matrix and the inertia matrix solved using the equivalent method obtained above. In this way, we can establish the equivalent beam model obtained above in the finite element software. The dynamic characteristics of the unit are analyzed using the equivalent beam model, finite element model, and modal test. The finite element software ABAQUS was used in this paper. First, the equivalent beam models of the rods of the unit that contains elastic hinges were established in Section 3. The other bars in the unit were also simulated by the beam model. The B31 element was used in the software to simulate the beam model. The cables were simulated with the T3D2 element, which can only withstand tension in the software. The corner points and sliders were modeled with the mass element in the software. The total degree of freedom per node is six. The first two natural frequencies of the unit are obtained through theoretical calculation, simulation, and experiment. The correctness of the equivalent continuum beam model of the unit is verified through the comparison among the simulation, theoretical calculation, and test results.
6.1.1. Theoretical Equivalent Calculation
The material selection and the geometric parameters of the unit are shown in Tables 1 and 2, respectively.


The mass of the corner blocks and the sliders can be expressed as follows: and . By substituting the parameters given above into the expressions of the equivalent stiffness and the equivalent mass, we can acquire the equivalent parameters shown in Tables 3 and 4.


6.1.2. Test Verification
A doublelayer deployable antenna unit mechanism is developed to verify the rationality of the design of the doublelayer antenna. The folded state and the fully expanded state of the unit are shown in Figure 11.
(a) Folded state
(b) Expanded state
The expansion function test of the doublelayer unit is conducted, and the test process is shown in Figure 12. Figure 12 depicts that the inner and outer ring trusses are first deployed under the action of the elastic hinges. The link truss mechanism is then deployed. The entire development process is smooth, without interference, and getting stuck. Therefore, the expansion performance of the doublelayer unit is good.
The modal testing system is composed of five parts, as shown in Figure 13.
The gravity compensation is conducted for the unit test by suspending the four corners on the combined microgravity compensation test bench with some flexible soft ropes. The acceleration of measured points is input into the modal analysis software through the multichannel vibration measurement and analysis system after the excitation is applied using the force hammer. This experiment needs four threeaxis piezoelectric acceleration sensors made by PCB Piezotronics Inc. The acceleration response signals can be collected in the software Test. lab of LMS by knocking two times. The same test is repeated five times. We use the average results of five effective hammering to analyze the modal of the antenna unit.
Figure 14 provides the details of the vibration mode of the first two orders of the unit obtained using the three methods mentioned above. The vibration modes of the first two orders obtained by the three methods are consistent.
(a) Modal test (first order)
(b) Equivalent model (first order)
(c) Finite element (first order)
(d) Modal test (second order)
(e) Equivalent model (second order)
(f) Finite element (second order)
Table 5 shows the modal frequency of the first two orders of the unit.

In comparing the errors between the vibration frequency values obtained by the equivalent beam model and the finite element simulation, the fractional error is set as follows: where and are the frequencies of the first i order calculated by the equivalent model and finite element simulation.
Table 5 indicates that the fractional error of the first order of the equivalent model is 8.82% and the fractional error of the second order is 5.30%. The fractional error is small, which proves the correctness of the equivalent model established in this study.
The values of the vibration frequency obtained by the equivalent beam model and finite element simulation are larger than those of the model test because the stiffness is weakened and the natural frequency is reduced by the assembly of the unit prototype and the clearance among the hinges.
6.2. Application of the Equivalent Model of a DoubleLayer Hoop Antenna
As shown in Figure 15, a doublehoop antenna with a diameter of 20 m consisting of 24 units is set as an example to unify the research objects of the theoretical calculation, simulation, and experiment. Its equivalent model can be obtained by assembling several equivalent models established in Section 6.1 in the circumferential direction in accordance with the geometric topology of the original structure.
(a) Folded state
(b) Expanded state
The equivalent model is calculated and analyzed by the finite element program, which considers the shear deformation and the anisotropy of the material. The finite element software ABAQUS was used in this paper. The simulation calculation is carried out by the finite element software, which is the same as in Section 6.1.
As shown in Table 6, the modal frequency of the first six orders of the antenna can be generated using the two methods mentioned above.

As described in Figure 16, the vibration modes of the first and fourth orders are torsion whereas the vibration modes of the second, third, fifth, and sixth orders are bending. The maximum fractional error of the modal frequency of the first six orders is 4.96%. The vibration modes and the corresponding vibration frequencies of the antenna can be obtained by its equivalent model accurately.
(a) The first order
(b) The second order
(c) The third order
(d) The fourth order
(e) The fifth order
(f) The sixth order
The other modal frequency of the antenna with diameters of 50 m (100 units) and 100 m (200 units) is solved to verify the efficiency and accuracy of the equivalent model. The parameters of the equivalent model used in the 50 and 100 m diameter antennas are the same as that of the 20 m diameter antenna introduced above.
The modal frequency and the time it takes are shown in Table 7.

Table 7 presents that the calculation results of the equivalent model and finite element simulation are similar. However, the equivalent model method has a great advantage in reducing calculation time. With the increase in the diameter, the advantage becomes obvious. Therefore, the use of the equivalent model can greatly reduce the calculation workload and results in high precision.
7. Conclusion
In this study, we construct deployable units driven by elastic hinges and a doublelayer hoop deployable antenna composed of these units to realize the lightweight, high stiffness, and passive driving design of large deployable antenna. We also propose a rational modeling method to develop an equivalent model of the doublelayer hoop antenna. The equivalent beam models of the rods with an elastic hinge are established to facilitate the establishment of the equivalent model. The displacement of any point in the periodic unit is expressed through the displacement and strain components at the center of the periodic unit in accordance with the kinematical assumptions. The strain and kinetic energies in terms of nodal displacement, geometrical structure, and material parameters of the unit are derived. We analyze the stiffness and mass matrices of the equivalent beam model on the basis of energy equivalence principle. The equivalent models of the unit and the entire antenna are obtained. Theoretical calculation, finite element simulation, and modal test are conducted with the antenna to verify the equivalent model. Comparison of the theoretical values and the practical ones indicates that the analysis and simulation match the experiment to some degree, which confirms the accuracy of the equivalent model. The construction method of the equivalent model is significant for engineering practice applications because of its capability to realize a fast solution of the dynamic characteristics, the static characteristics, and the influence of various parameters of the large antenna. The equivalent method presented in this paper may serve as a reference in establishing other equivalent models of a large antenna composed of different units.
Conflicts of Interest
The authors declared no potential conflicts of interest with respect to the research, authorship, and/or publication of this article.
Acknowledgments
This project is supported by the joint funds of the National Natural Science Foundation of China (Grant no.U1637207, 51675114, and 51575119) and the College Discipline Innovation Wisdom Plan in China (Grant no. B07018).
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Copyright © 2018 Hongwei Guo 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.