Element for Beam Dynamic Analysis based on Analytical Deflection Trial Function Qiongqiong Cao1 , Min Ding1 , Xiugen Jiang1 , Jinsan Ju1, Hongzhi Wang1 , Peng Zhang1,2 1. College of Water Resources & Civil Engineering, China Agricultural University, Beijing 100083, China; 2 China Aerospace Construction Group Co., Ltd, Beijing 100071, China Correspondence should be addressed to Xiugen Jiang; jiangxj@cau.edu.cn Abstract: For beam dynamic finite element analys is, according to differential equation of motion of beam with distributed mass, general analytical solution of displacement equation for the beam vibration is obtained. By applying displacement element construction principle, the general solution of displacement equation is conversed to the mode expressed by beam end displacements. And taking the mode as displacement trial function, element stiffness matrix and element mass matrix for beam flexural vibration and axial vibration are established respectively by applying principle of minimum potential energy. After accurate integral, explicit form of element matrix is obtained. The comparison results show that the series of relative error between the solution of analytical trial function element and theoretical solution is about 1×10 -9 and the accuracy and efficiency are superior to that of interpolation trial function element. The reason is that interpolation trial function can’t accurately simulate the displacement mode of vibrating beam. The accuracy of dynamic stiffness matrix method is almost identical with that of analytical trial function. But the application of dynamic stiffness matrix method in engineering is limited. The beam dynamic element obtained in this paper is analytical and accurate and can be applied in practice. Keywords : beam, dynamic, finite element, analytical trial function, element construction 1 Introduction Dynamic structural analysis is essential in structure engineering design. It is especially important for large-scale structure in earthquake area, such as high-rise buildings, dam, hydropower station, oil pipelines, gas pipelines, etc. Dynamic problem of beam structure is common in engineering. Vibration happens at beam under earthquake, gas-liquid flows, and impact. Resonance occurs when frequency of external load is close to natural frequency of structure. It is a great threat for structure safety. Therefore, perfecting accuracy and efficiency of dynamic structural analysis is to ensure structure safety and reliability. A large number of theories and methods for dynamic structural analysis have been suggested. The analysis methods include direct solving method, energy method, numerical method, etc. Clough[1] has obtained analytical solution of displacement equation for flexural vibrating beam, and presented the first three order vibration mode and the corresponding frequency of cantilever beam and simply supported beam. Jin [2] provided analytical solution of Timoshenko beam 1 clamped two ends and subjected to uniformly distributed load according to different jump condition. Guo [3] established structure element property matrix by energy principle considering flexural and torsional deformation of T-beam, and the effect of bridge local member (such as diaphragm plate). Fang[4] attained beam natural vibration frequency by analyzing dynamic property of external prestressing beam using energy method, and the solution has a better match with numerical solution. Lou[5] derived the approximation analysis technique for dynamic characteristics of the prestressed beam by applying the mode perturbation method. Carrer et al. [6] analyzed the dynamic behavior of Timoshenko beam by using boundary element method. Wu et al. [7] analyzed the dynamic behavior of two-dimension frame with stiffening bar random distributed by using elastic-rigid composite beam element. De Rosa et al. [8] studied the dynamic behavior of slender beam with concentrated mass at beam end, and numerical solution of frequency equation was obtained. Among them, numerical analysis represented by finite element is the main and efficient method for dynamic analys is (such as natural vibration analysis, and forced vibration analysis). Finite element method was firstly proposed by Clough[9] in an article about plane elastic problem, and it is perfect in theory as a numerical method. At present, the methods of constructing dynamic element for beam include dynamic stiffness matrix method, Galerkin method, Ritz method, energy variation method, etc. Dynamic stiffness matrix can accurately solve differential equation of motion according to initial displacement field without any assumption, and then accurate results can be obtained irrespective of element number. This method was proposed by Kolousek[10]. To gain more accurate results, stiffness matrix of tensile torsion bar and Euler beam about frequency, that is dynamic stiffness matrix, was firstly derived from analytical solution when he studied vibration characteristics of plane truss. A lot of work on the research and development of dynamic stiffness matrix method was also done by Long[11], Hashemi[12], Chen[13], Jayatunga[14], Banerjee[15] et al. Shavezipur[16] put forward an accurate finite element method. In this method, closed form solution of differential equation of beam not coupling flexural vibration torsional vibration was obtained by merging Galerkin weighted residual method and dynamic stiffness matrix (DSM). Result of dynamic stiffness matrix is more accurate, but analytical solution of differential equation can’t be derived when structure load or displacement boundary condition is too complex. Then dynamic stiffness matrix method is not suitable any more. According to principle of virtual displacement, a large number of research achievements on dynamic analysis of thin-walled open section beam, elastic foundation beam and composite beam have been conducted by Chopra [21] Pagani , et al. Nabi and Ganesan [22] [17] , Hu [18] , Wang [19] [20] , Mohammad Hashemi , put forward a finite element method based on free vibration analys is theory of composite beam with the first order shear deformation. Zhao[23] developed the dynamic analysis of a unified stochastic variational principle and the corresponding stochastic finite element method via the instantaneous minimum potential energy principle and the small parameter perturbation technique. On the basis of energy variation principle, Wang[24] derived governing differential equation and natural boundary condition of dynamic response for I-shaped 2 beam, and obtained closed solution of the corresponding generalized dynamic displacement. Accuracy and efficiency of beam element depend on beam displacement trial function by applying potential energy variation principle to constructing beam displacement element. For current beam element, cubic polynomial displacement mode is used to obtain a series of static and dynamic element widely applied to the software, such as ANSYS, NASTRAN, etc. For dynamic analys is, vibrating beam displacement mode has a big difference from polynomial mode. Precision requirements cannot be met by taking polynomial function as vibrating beam displacement trail function. The basic analytical solution is used as the element trial function in analytical trial function method. Discrete finite element method takes advantage of analytical solution. It embodies the superiority of trial function using basic analytical solution. This paper focuses on constructing element for beam dynamic analysis using analytical deflection trail function based on variational method of principle of minimum potential energy and displacement element construction theory. The fruits are useful to beam dynamic analysis. 2 Displacement Trial Function for Beam Element Selecting displacement trial function is one of the main content of constructing displacement element. Appropriate displacement trial function should be in accordanc e with element deformation behavior and be easy for integral of element energy functional. Element accuracy is determined by the accuracy of displacement trial function. The corresponding functional integral has a direct effect on element calculation efficiency and accuracy. With regard to beam element, displacement mode based on interpolation function is used for element displacement trial function of all kinds of problems. Linear polynomial Lagrange interpolation function meeting the continuity condition at C0 is used for axial displacement. Cubic polynomial Hermit interpolation function meeting the continuity condition at C 1 is used for flexural deformation. Take flexural deformation for example, for the static problems of uniform cross-section beam d 4 wx q is stiffness equilibrium equation about subjected to uniform distributed load, EI dx 4 deflection w(x). Here, EI is beam section flexural stiffness, and q is the uniform distributed load. The accurate solution of this equation is a cubic polynomial. Cubic polynomial Hermit interpolation function meeting the continuity condition of beam end displacement is actual displacement of element. And the corresponding potential energy functional has analytic, derivable, integrable solution. For this reason, static beam element derived from Hermit interpolation shape function is accurate element. However, for dynamic and non-linear straight beam and every non-linear beam, deflection equation is not cubic polynomial due to the change of equilibrium differential equation mode. Therefore, element constructed by Hermit interpolation trial function is an approximate element. The key of constructing accurate element for all kinds of problems of beam is to search analytical 3 trial function having functional integrability. 3 Analytical Trial Function of Displacement for Vibrating Beam Element The method to construct analytical trial function of displacement for vibrating beam element is as follows: (1) To deduce the general solution of displacement equation for beam vibration containing undetermined parameters according to differential equation of equilibrium for beam vibration; (2) To determine the undetermined parameters in displacement equation according to displacement condition of vibrating beam end; (3) To write out displacement equation for beam vibration expressed by beam end displacement, and then to obtain displacement trial function for vibrating beam. To construct beam dynamic element, local coordinate as shown in Fig.1 is established. It is in accordance with general beam element. The positive direction of linear displacement of beam end and force is in accordance with coordinate direction, and the positive direction of rotation angle and moment is in accordance with clockwise direction. y V1 1 w(x) 2 V2 x N2 N1 O M1 M2 Fig.1 Coordinate system and parameter positive direction 3.1 Governing equation for Beam Free Vibration and Displace ment General Solution 3.1.1 Beam Flexural Vibration Equation Dynamic equilibrium governing equation for beam flexural vibration is expressed as EI 4 v x, t 2 v x, t m 0 x 4 t 2 [1] (1) In Eq.(1), v x, t is the displacement response for beam flexural vibration. By applying the method of separation of variables, analytical solution of deflection equation for beam flexural vibration is obtained[1] : w x C1 sin x C2 cosx C3shx C4 chx (2) In Eq.(2), flexural vibration parameter is connected with circular frequency for beam flexural 4 vibration w , w 2 EI , EI is beam section flexural stiffness, m is beam mass per unit m length. 3.1.2 Beam Axial Vibration Equation Dynamic equilibrium governing equation for beam axial vibration is expressed as [1] d 2u 2u EA 2 m 2 0 dx t (3) In Eq.(3), u x, t is the displacement response for beam axial vibration. By applying the method of separation of variables, analytical solution of deflection equation for beam axial vibration is obtained[1]: u x D1 cos x D2 sin x (4) In Eq.(4), axial vibration parameter is connected with circular frequency for beam axial vibration u , u EA , EA is beam section tensile (compressive) rigidity. m 3.2 Analytical Trial Function of Displacement for Dynamic Beam Element 3.2.1 Analytical Trial Function for Beam Flexural Vibration (1) Parameter determination of displacement function Eq.(2) can be further expressed as 4 w x i x Ci C (5) i 1 where C C1 C2 C3 C4 T 1 x 2 x 3 x 4 x sin x cosx shx chx (6) Beam end displacement is defined as w 1 1 2 2 e T According to Eq.(5), beam end displacement becomes w e 2 0 3 0 4 0 C1 1 0 0 0 0 0 C 2 3 4 2 1 AC 1 l 2 l 3 l 4 l C3 1l 2 l 3 l 4 l C4 If l , with Eq.(6), [A] can be expressed as 5 (7) 0 1 0 A sin cos cos sin 0 0 ch sh 1 sh ch With Eq.(7), undetermined parameter of displacement function is expressed as C A1 w e (8) To perform matrix inversion, then A1 c11 c12 c c 21 22 c31 c32 c41 c42 c13 c23 c33 c43 c14 c24 c34 c44 where c11 c31 cos sinh cosh sin cos cosh sinh sin 1 ， c12 S S c13 c33 c21 cosh sin cos sinh 1 sinh sin cos cosh ， c22 c42 ， S S c23 c43 c32 sin sinh cosh cos ， c14 c34 ， S S cosh cos sinh sin ， c24 c44 ， S S 1 sinh sin cos cosh cos cosh sin sinh 1 ， c41 ， S S S 2cos cosh 1 (2) Element displacement shape function By substituting Eq.(8) into Eq.(5), displacement function for element flexural vibration expressed by beam end displacement can be obtained: w x A1 w e (9) If Nw A1 (10) w x N w w e (11) Eq.(9) becomes N w is flexural vibration displacement trial function for dynamic beam element. With Eq.(10), it can be expressed as Nw A1 N1 6 N2 N3 N4 (12) where N 1 , N 2 , N 3 , N 4 are deflection shape functions. After matrix operation, they can be expressed as 1 sinh sin x cosh cosx cosx N1 S cos coshx sin sinh x coshx 1 cosh sin x sinh cosx sin x N 2 S sinh x sin coshx cos sinh x N 1 sin x sinh cosx cosx cosh 3 S coshx sin sinh x coshx cos 1 sin x cosh sin x cosx sinh N 4 S sinh x sinh x cos coshx sin (13) 3.2.2 Analytical Trial Function for Beam Axial Vibration (1) Parameter determination of displacement function Eq.(4) can be further expressed as 4 u x i x Di D (14) i 1 where D D1 1 x cosx D2 T 2 x sin x Beam end axial displacement is defined as u u1 e (15) T u2 . According to Eq.(14), beam end axial displacement is obtained 1 0 2 0 D1 BD 1 l 2 l D2 u e If (16) l , with Eq.(15), [B] can be expressed as B 1 cos 0 sin With Eq.(16), undetermined parameter of axial displacement function is expressed as D B1u e (17) 1 cos sin (18) To perform matrix inversion, then B 1 (2) Element displacement shape function 7 0 1 sin By substituting Eq.(17) into Eq.(14), the following can be obtained u x B1 u e (19) Nu B1 (20) u x Nu u e (21) If Eq.(19) becomes N u is axial vibration displacement trial function for dynamic beam element. With Eq.(19), it can be expressed as Nu B1 N5 N6 (22) where N 5 , N 6 are axial vibration displacement shape functions. After matrix operation, they can be expressed as cos x sin x cos N 5 sin N sin x 6 sin (23) 4 Element Potential Energy Functional and Variation Finite element formulation of dynamic beam element is constructed by principle of minimum potential energy and analytical trial function. 4.1 Potential Energy Functional In the light of potential energy, functional of total potential energy is given by p U V 1 l 1 l 1 l 1 l 2 2 2 2 EA x dx EI x dx m x dx m w2 w2 x dx u w u u 0 0 0 0 2 2 2 2 (24) where U is element strain energy, V is potential energy of inertia force. With element displacement, the following can be obtained 1 l 1 l eT T e eT T e EA u N u N u u dx EI w N w N w w dx 2 0 2 0 1 l 1 l eT T e eT T e m u2 u N u N u u dx m w2 w N w N w w dx 2 0 2 0 p 4.2 Functional Variation and Transformation 8 (25) In the light of principle of minimum potential energy, that is p e 0 , element equilibrium equation is obtained: K e e 2 M e e 0 Where K e and M e are (26) dynamic stiffness matrix and mass matrix of beam element, respectively. K e 0EAN u T N u dx 0EI N w T N w dx l l M w e 0m N u T N u dx 0m N w T N w dx l l 5 Element Matrix Flexural vibration and axial vibration are independent of one another irrespective of large deformation. Element matrixes at flexural vibration and axial vibration are obtained by applying variation on flexural vibration displacement and axial vibration displacement, respectively. 5.1 Ele ment Matrix for Beam Flexural Vibration 5.1.1 Stiffness Matrix After matrix operation, element dynamic stiffness matrix for beam flexural vibration is expressed as K w e k w11 k w12 k k H w21 w22 k w31 k w32 k w41 k w42 k w13 k w23 k w33 k w43 k w14 k w24 k w34 k w44 where k wij 1 H l 0 N wj dx ， H N wi EI 3e 2 2 2 ， G 16 1 cos ch 2 cos ch G After integral, each stiffness matrix coefficient can be obtained, such as 9 cosh sin cos sin sinh cosh 2 2e e 4 1 k w11 2 2 cosh sin cos 3 4 e e cosh sinh sin cosh cos 21 e cos sin cosh sinh 4e cos sinh cosh 6e e 1cos sinh 1 e 8e cos cosh 4 2 2 4 4 2 2 cos sinh cosh cos2 sinh sin 4 e e 3 2 2 cosh sin cos cosh 2 4 2 4 4e e 1 cosh 1 e sin sinh 5.1.2 Mass Matrix Mass matrix of element for beam flexural vibration is given by mw11 m M w P w21 mw31 mw41 mw12 mw13 mw22 mw32 mw23 mw33 mw42 mw43 mw14 mw24 mw34 mw44 where mwij m e 2 1 l P ， ， G 16 1 cos 2 ch 2 2 cos ch N N dx wi wj G P 0 After integral, each mass matrix coefficient can be obtained, such as 4 e e 3 cos2 sinh cos sinh cosh sin cosh2 sin 2 4 2 4e e 1 cosh 1 e 4 sin sinh 2 cos sinh cosh e 4 10e 2 1 cos sinh 8e 2 e 4 1 cos cosh mw11 -1 3 2 4 e e cosh sin sinh cos 4 cos cosh 2 2e e 1 sin cos sinh cosh 3e 2 cos2 4 sinh cosh 2 4 2 4 2 2 6e 1 e sin cos cosh e 14e 1 sin cosh 5.2 Ele ment Matrix for Beam Axial Vibration After matrix operation, element dynamic stiffness matrix for beam axial vibration is expressed as K u e cos sin 2 cos 2 1 EAc cos sin 2 cos 2 1 cos sin 2cos 2 1 cos sin 2cos 2 1 Mass matrix of element for beam axial vibration is given by 10 sin cos 2 1 M u m 2ccoscos sin 2 2c cos 1 cos sin 2ccos 2 1 sin cos 2ccos 2 1 5.3 Dynamic Beam Element Matrix Because of the independence of axial vibration and flexural vibration, 6 by 6 matrix is obtained by adding two rows and two columns to the above 4 by 4 matrix considering axial vibration without coupling of axial vibration and flexural vibration. It is element stiffness matrix. Element stiffness matrix is given by 0 0 k11 k 22 k 23 k33 K e symmetry k14 0 0 k 25 0 k35 k 44 0 k55 0 k 26 k36 0 k56 k66 where k11 EAc cos sin EAc cos sin ， k14 ， k 22 Hk w11 ， 2 2 cos 1 2 cos 2 1 k 23 Hk w12 ，k 25 Hk w13 ，k 26 Hk w14 ，k33 Hk w 22 ， k35 Hk w23 ， k36 Hk w24 ， k 44 EAc cos sin ， k55 Hk w33 ， k56 Hk w34 ， k 66 Hk w 44 2 cos 2 1 Element mass matrix is given by M e 0 0 m11 m22 m23 m33 symmetry m14 0 0 m25 0 m35 m44 0 m55 0 m26 m36 0 m56 m66 where m11 m sin cos m cos sin ， m14 ， m22 Pm w11 ， m23 Pm w12 2 2c cos 1 2c cos 2 1 m25 Pmw13 ， m26 Pm w14 ， m33 Pm w 22 ， m35 Pmw 23 ， m36 Pmw 24 ， 11 m44 m sin cos ， m55 Pmw33 ， m56 Pmw34 ， m66 Pm w 44 2c cos 2 1 6 Example and Comparison To verify the dynamic beam element constructed by analytical trial function method, the comparisons between the calculation results of this element, general beam element, and theoretical solution are conducted. 6.1 Calculation Model (1) Four kinds of typical beams Free vibration of four kinds of typical beams are analyzed, including cantilever beam, simply supported beam, one end clamped and another simply supported beam, and clamped-clamped beam. (2) Structure and material parameters The parameters of calculation model are as follows: beam dimension is 6m×0.2m×0.3m, material elastic modulus E=210GPa, Poisson’s ratio 0.3 , material density 7800 kg/m 3 . (3) Theoretical solution According to theoretical equation of free vibration for distributed mass beam, base frequencies of free vibration for all kinds of beam are obtained by using analytic method[1]. (4) Dynamic stiffness matrix method According to governing equation of free vibration for distributed mass beam, stiffness coefficient [11] of beam vibration is provided, and then base frequencies of free vibration for all kinds of beam are obtained. (5) Finite element model of general beam element By using the software ANSYS, finite element model of beam vibration is established and modal analys is is conducted. Element BEAM3 is used to simulate beam. BEAM3 is general two-dimension elastic beam element and uniaxial element bearing tension, pressure and bend. Every node has three degrees of freedom. That is X-axis linear displacement, Y-axis linear displacement and Z-axis angular displacement. Cubic polynomial interpolating function is used as its displacement trial function. Beam is divided into one beam element. Block Lanczos method is used for modal extraction. (6) Model in this paper Equilibrium equation of beam flexural free vibration is given by t 0 K t M (27) where K structure stiffness matrix with boundary displacement restraint, M is structure mass matrix with boundary displacement restraint. According to natural vibration governing 12 equation of beam, beam natural vibration is harmonic vibration. The following assumption can be obtained t Y sin t (28) Substituting Eq.(28) into Eq.(27) yields M 1 K Y 2Y (29) Assuming 2 , then E M 1 K The following equation can be obtained E Y Y (30) Beam natural vibration analys is is converted to eigenvalue and eigenvector analysis of matrix E M 1 K . Iteration method is used to calculate base frequency of beam vibration. Through circular calculations, the iteration stops when frequency relative error reaches y i 1 i 10 8 . i 6.2 Result Comparison and Analysis 6.2.1 Element Accuracy Vibration analysis is conducted by dividing beam into one element. Table 1 shows base frequency of beam free vibration, and the relative error between calculated solution and theoretical solution. Table 1 Base frequency of beam free vibration and its comparison (rad/s) Dynamic stiffness matrix Interpolation trial Analytical trial function method function element element Theoretical Beam type Cantilever beam solution Absolute Relative value error (%) value error (%) 2.89E-07 44.0740 0.423 43.8875389 43.8875390 Absolute Relative Simply supported beam 123.1941891 123.1941888 -8.59E-08 136.5902 Absolute Relative value error (%) 43.8875391 3.12E-07 10.874 123.1941889 -6.37E-08 One end clamped and another simply supported 192.4528355 192.4528348 -1.50E-07 255.4366 32.727 192.4528349 -1.53E-07 beam Clamped-clamped beam 279.2673996 279.2673991 -1.32E-07 283.4156 1.485 279.2673992 -1.27E-07 Note: Calculation of eigenvalue and eigenvector can’t be conducted due to all DOFs of two ends of clamped-cl amped beam restrained. If the beam is divided into one element, semi-structure is used for vibration simulation of clamped-clamped beam. As shown in Table 1, the following results can be obtained: (1) By applying analytical trial function element to the analysis, a more accurate solution can be attained when the relative error is less than 10 -8. The series of relative error between this solution -9 and theoretical solution is about 1×10 . It can be supposed that this error be calculation error of iteration efficiency. (2) By applying interpolation trial function element to the analysis, the maximum relative error 13 between the solution and theoretical solution reaches 30%. It indicates that dynamic beam element constructed by taking polynomial function as displacement trial function has bigger error. (3) The solution of dynamic stiffness matrix method[11] is close to theoretical solution. The relative error is almost identical with that calculated by analytical trial function method. The reason is that their displacement curves for vibrating beam are both derived from dynamic equilibrium governing equation. Element load value and node balance condition need to be analyzed in dynamic stiffness matrix method. Dynamic stiffness matrix of beam element can be directly obtained in analytical trial function method. The latter is more simple and intuitive and widely applied. 6.2.2 Element efficiency The beam is divided into 1 element, 2 elements, 10 elements and 20 elements respectively. Beam vibration numerical simulation is conducted by applying interpolation trial function method. The relative error of calculated base frequency of free vibration for every typical beam and theoretical solution is obtained. Table 2 presents the results. Table 2 Comparison of different element results (relative error, %) Element number for Beam type Element number for interpolation trial function analytical trial function 1 1 2 10 20 Cantilever beam 3.12E-07 0.4249 -0.0003 -0.0489 -0.0489 Simply supported beam -6.37E-08 10.8739 0.2909 -0.1018 -0.1018 -1.53E-07 32.7269 0.8037 -0.1169 -0.1202 -1.27E-07 1.4854 1.4854 -0.1255 -0.1278 One end clamped and another simply supported beam Clamped-clamped beam As shown in Table 2, the result of interpolation trial function is closer to theoretical solution with the increasing of element number. But it is obvious that base frequency becomes smaller and its difference with theoretical solution is larger. The reason is that the more elements are, the lower structure calculation stiffness is. The difference with structure actual stiffness is also larger. Then the calculated base frequency further deviates theoretical solution. It indicates that actual deformation curve for vibrating beam is not polynomial, and polynomial function can’t be taken as displacement trial function for vibrating beam. 7 Conclusions Based on the results of this investigation, the following conclusions can be drawn: (1) The result of interpolation trial function element for simulating beam vibration is not in accordance with theoretical solution, and the relative error is larger. With element number increasing, base frequency becomes smaller and deviates theoretical solution. It indicates that vibrating beam displacement mode is different from polynomial mode, and the precision 14 requirement cannot be met by taking polynomial function as displacement trial function for vibrating beam. (2) The solution of dynamic stiffness matrix method for simulating beam vibration is close to theoretical solution. But in this method, element load value and node balance condition need to be specially analyzed, and it is not easy to derive non-structural question. Its application in engineering is limited. (3) Dynamic stiffness matrix of beam element is obtained by applying analytical trial function put forward in this paper. Base frequencies of four typical beams are attained by analyzing eigenvalue and eigenvector, and are compared with theoretical solution. The results show that the -9 series of relative error is about 1×10 , and it is actually calculation error of iteration efficiency. The dynamic beam element in the light of analytical trial function put forward in this paper is high-precision element. 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