Abstract
The aim of this study is to investigate free vibration characteristics of archframes which consist of two columns and an arch. Firstly, an exact formulation of the problem is presented using the Dynamic Stiffness Method (DSM). The end forces and displacements of column elements are obtained analytically using Timoshenko beam theory (TBT). These are then combined with the end forces and displacements of the semicircular arch, which is modeled with exact curved beam elements that consider axial and shear deformations and rotational inertia. By employing standard assembly and bisection based root finding procedures, exact free vibration analysis of the whole vibrating system is carried out. Then, in an effort to simplify the formulations, an approach based on approximating the arch as assembly of linear straight beam segments is presented. The calculated natural frequencies using DSM for both exact and approximate results are then tabulated for comparison purposes. The mode shapes are also compared. The results show that the proposed model simplification is effective and produces accurate mode frequency and shape estimations.
1. Introduction
The dynamic behaviour of archframes is of direct relevance for structural bridge engineering applications. Natural vibration frequencies and mode shapes of these structures govern their response to dynamic excitations (due to moving traffic loads, wind and earthquakes). In the literature, studies concerning vibrations of curved beams are limited when compared to literature on dynamic behaviour of straight beams. The simplest curved beam formulations [13] ignore shear deformations, rotational inertia and axial extensibility of the curved beam. However, these assumptions result in an overestimation of natural frequencies. A limited number of analytical studies consider the aforementioned aspects [47]. More specifically, these studies carry out free vibration analysis of circular beams having various boundary conditions using the DSM [4, 6, 8, 9].
This study derives exact and simplified DSM formulation of a singlespan semicircular archframe in Section 2. This is achieved by modeling columns as Timoshenko beams and modeling the arch as a curved beam considering axial and shear deformations and rotational inertia. To simplify this complex formulation, an approximate approach is then proposed, where the arch is modelled with equal length straight Timoshenko beam segments. The adequacy of this simplified model is then evaluated by comparing mode frequencies and shapes from this model to the exact model in Sections 2 and 3. The results are evaluated in Section 4. The main novelty of this study is based on combining the dynamic stiffness approach and segmentation of the arch into straight Timoshenko beam segments for free vibration analysis of archframes.
2. Model and formulations
The archframe having 4 joints where each joint has horizontal displacement, vertical displacement and rotation presented in Fig. 1 is considered where ${L}_{a}$ is the span length, $X$ and $Y$ are global coordinate axes, ${H}_{a}$ and ${H}_{c}$ are height of the arch and height of the columns, respectively, ${b}_{a}$ and ${h}_{a}$ are the rectangular crosssectional dimensions of the arch, ${b}_{c}$ and ${h}_{c}$ are the rectangular crosssectional dimensions of the columns. The following assumptions are made: i) The behaviour of frame members is linear elastic, ii) the material of frame members is isotropic, iii) the crosssections of frame members are uniform, and iv) the effects of damping are neglected.
Fig. 1The archframe model consisting of two fixed supported columns and a curved beam
In the following, only the equations of motion of the curved beam are presented. Straight Timoshenko beam formulations used here (which will be used later to describe the columns and arch segments) can be found in the literature [10]. The equation of motion of a curved beam considering axial and shear deformation and rotational inertia is written as follows [6]:
where $A$ is crosssectional area, $E$ is modulus of elasticity, $R$ is radius of curvature (equal to ${L}_{a}/2$ for the semicircular arches considered in this study), $\stackrel{}{k}$ is shear correction factor (which equals 1.2 for rectangular crosssections), $G$ is shear modulus, $\rho $ is density, $I$ is relevant moment of inertia, $y\left(\theta ,t\right)$ is radial displacement function, $u\left(\theta ,t\right)$ is tangential displacement function, $\psi \left(\theta ,t\right)$ is crosssection rotation due to bending, $\theta $ and $t$ are angular coordinate and time, respectively. Eq. (1) can be arranged as:
where $\xi =\theta /\mathrm{\Phi}$, $\mathrm{\Phi}$ is total angle of embrace of the arch (equal to $\pi $ for a semicircular arch), and:
The system has a harmonic solution. Therefore, Eq. (2) can be rearranged by using $u\left(\xi ,t\right)=u\left(\xi \right){e}^{i\omega t}$, $y\left(\xi ,t\right)=y\left(\xi \right){e}^{i\omega t}$ and $\psi \left(\xi ,t\right)=\psi \left(\xi \right){e}^{i\omega t}$ as:
where $\beta =\mathrm{\Gamma}{\omega}^{2}$, $\gamma =z{\omega}^{2}$ and $\omega $ is natural circular frequency. After achieving the solution of coupled Eq. (3) by usual manner, $y\left(\xi \right)$, $u\left(\xi \right)$ and $\psi \left(\xi \right)$ can be obtained. The axial force $N\left(\xi \right)$, shear force $Q\left(\xi \right)$ and bending moment $M\left(\xi \right)$ with $y\left(\xi \right)$, $u\left(\xi \right)$ and $\psi \left(\xi \right)$ functions are presented in Table 1, where $\stackrel{}{{c}_{j}}$ are unknown constants, ${s}_{j}$ are characteristic roots obtained from solution of sixth order coupled Eq. (3) and:
${\mu}_{j}=\frac{b\left(\left(\beta f{s}_{j}^{2}g\right)\frac{hr{s}_{j}^{2}}{\gamma p{s}_{j}^{2}d}\right)}{\left(cis+\frac{hib{s}_{j}}{\gamma p{s}_{j}^{2}d}\right)\left(\gamma p{s}_{j}^{2}d\right)}\frac{ri{s}_{j}}{\gamma p{s}_{j}^{2}d}.$
Table 1Symbolic definitions of displacement and force functions
$y\left(\xi \right)={\sum}_{j=1}^{6}{e}^{i{s}_{j}\xi}{\stackrel{}{c}}_{j}$  $u\left(\xi \right)={\sum}_{j=1}^{6}{\lambda}_{j}{e}^{i{s}_{j}\xi}{\stackrel{}{c}}_{j}$  $\psi \left(\xi \right)={\sum}_{j=1}^{6}{\mu}_{j}{e}^{i{s}_{j}\xi}{\stackrel{}{c}}_{j}$ 
$N\left(\xi \right)$ $={\sum}_{j=1}^{6}\left(\frac{AE}{R}\left(i{s}_{j}{\lambda}_{j}+1\right)\right){e}^{i{s}_{j}\xi}{\stackrel{}{c}}_{j}$  $Q\left(\xi \right)$ $={\sum}_{j=1}^{6}\left(ri{s}_{j}d{\mu}_{j}b{\lambda}_{j}\right){e}^{i{s}_{j}\xi}{\stackrel{}{c}}_{j}$  $M\left(\xi \right)$ $={\sum}_{j=1}^{6}\left(\frac{EI}{R\mathrm{\Phi}}\right)i{s}_{j}{\mu}_{j}{e}^{i{s}_{j}\xi}{\stackrel{}{c}}_{j}$ 
3. Application of DSM
The dynamic stiffness matrix of the arch is constructed by using analytically obtained end forces and displacements. The local end displacement vector of the arch and the coefficient vector can be written as Eqs. (45), respectively:
where ${u}_{0}=u\left(\xi =0\right)\text{,}$${y}_{0}=y\left(\xi =0\right)\text{,}$${\psi}_{0}=\psi \left(\xi =0\right)\text{,}$${u}_{1}=u\left(\xi =1\right)\text{,}$${y}_{1}=y\left(\xi =1\right)\text{,}$${\psi}_{1}=\psi \left(\xi =1\right)$.
The end force vector of the arch ($F$) is given in Eq. (6) as:
where ${N}_{0}=N\left(\xi =0\right)\text{,}$${Q}_{0}=Q\left(\xi =0\right)\text{,}$${M}_{0}=M\left(\xi =0\right)\text{,}$${N}_{1}=N\left(\xi =1\right)\text{,}$${Q}_{1}=Q\left(\xi =1\right)\text{,}$${M}_{1}=M\left(\xi =1\right)$.
The sign convention in Eq. (7) is valid for end force relations:
The relations of $\delta =\mathrm{\Delta}\stackrel{}{c}$ and $F=\kappa \stackrel{}{c}$ are obtained by using Eqs. (47) and Table 1 where $\mathrm{\Delta}$ and $\kappa $ represent coefficient matrices constructed using Eqs. (4) and (6), respectively.
The dynamic stiffness matrix of curved beam is obtained using the relation between $\delta $ and $F$ as: $F=\kappa {\left(\mathrm{\Delta}\right)}^{1}\delta $, ${K}^{\mathrm{*}}=\kappa {\left(\mathrm{\Delta}\right)}^{1}$, where ${K}^{*}$ represents local dynamic stiffness matrix the curved beam. The global dynamic stiffness matrix of the curved beam is obtained by using the angular transformation matrix. The angular transformation matrix and global dynamic stiffness matrix of the arch are given in Eqs. (89), respectively:
where $\alpha $ represents the angle between local axes at the ends of arch and global axes of the frame structure.
The same procedure is repeated for straight Timoshenko element frame members. The global dynamic stiffness matrix of the archframe structure is constructed by assembling these matrices. The natural frequencies are then obtained by equating the determinant of the global dynamic stiffness matrix of the archframe structure to zero. A root finding algorithm (based on an iterative bisection approach) is used for obtaining natural frequencies. The mode shapes can then be calculated and plotted.
4. Numerical analysis and discussions
The following geometric and material properties are considered: ${L}_{a}=$ 8 m, ${H}_{a}=$ 4 m, ${H}_{c}=$ 4 m, embrace angle of the arch = 180°, radius of curvature of the arch = 4 m, unit weight of frame members: 2500 kg/m^{3}, modulus of elasticity of frame members: 3×10^{7} kN/m^{2}, Poisson’s ratio of frame members = 0.3, ${b}_{c}=$1.00 m, ${h}_{c}=$ 0.50 m, ${b}_{a}=$ 1.00 m.
In the first part of numerical case study, the free vibration analysis of the archframe model is performed using exact curved beam formulations. The first five exact natural frequencies of the archframe are presented in Table 2 for various arch crosssections. According to Table 2, an augmentation of arch thickness increases all natural frequencies. Fig. 2 which is plotted using the data in Table 2, represents the natural frequency increment by taking ${h}_{a}=$ 0.40 m and ${h}_{a}=$ 0.50 m, respectively. It can be observed that the first vibration mode frequency, which is dominated by column sway, is not affected significantly by changes in arch crosssection. However, as shown in Fig. 2, thicker arches have increased natural frequencies (up to 40 %) for 2nd to 5th modes.
The same arch is also described with a simpler model, where it is divided into equal length straight Timoshenko beams. Three different segmentations are considered. The lengths of straight beam segments are 2.4721 m, 1.2515 m and 0.8362 m for $n=$5, $n=$10, and $n=$15, respectively. It should be noted that the local degrees of freedom of the straight segments need to be rotated to global degrees of freedom during assembly (see Eq. (8)). The values of transformation angles are different for $n=$5, $n=$10, and $n=$15 but these values are not presented to improve the clarity of paper. The first five natural frequencies of the archframe using the segmented curved beam approach can be observed from Table 3 for ${h}_{a}=$ 0.30 m, ${h}_{a}=$ 0.40 m and ${h}_{a}=$ 0.50 m. Table 3 shows that proposed approach converges fast. The relative errors between exactly calculated natural frequencies and the results those obtained from 15 segmented arch model are presented in Table 4.
Table 2First five exact natural frequencies of archframe model
Mode  1st  2nd  3rd  4th  5th 
${h}_{a}=$ 0.30 (m)  35.3824  79.5071  146.1644  229.4268  327.6091 
${h}_{a}=$ 0.40 (m)  35.7264  94.3525  179.1044  274.9525  380.7456 
${h}_{a}=$ 0.50 (m)  36.9646  107.7696  204.2849  308.1668  425.1134 
Fig. 2Increment of natural frequencies taking ha= 0.40 m and ha= 0.50 m
According to Table 4, the maximum relative error of proposed approach taking $n=$ 15 is 0.65 %. The segmented arch model can also be effectively used to plot mode shapes. The schematic representation of segmented arch where $n$ is total segment number and the first five mode shapes of the archframe model using $n=$15 are presented in Fig. 3. These are nearidentical to exact results (not shown for clarity).
Table 3First five natural frequencies obtained by segmentation approach (rads1)
${h}_{a}$ (m)  Mode  1st  2nd  3rd  4th  5th 
0.3  $n=$5  36.6765  83.2312  151.4298  235.7451  335.5829 
$n=$10  35.7016  80.4054  147.4979  231.3296  330.9019  
$n=$15  35.5258  79.9083  146.7663  230.2983  329.1135  
Exact  35.3824  79.5071  146.1644  229.4268  327.6091  
0.4  $n=$5  37.1930  98.5466  184.4356  282.5921  395.9358 
$n=$10  36.0844  95.3759  180.4978  277.2384  385.2963  
$n=$15  35.8866  94.8105  179.7369  275.9985  382.8086  
Exact  35.7264  94.3525  179.1044  274.9525  380.7456  
0.5  $n=$5  38.5939  111.8972  209.1147  318.0469  447.5858 
$n=$10  37.3619  108.7902  205.5938  311.0617  431.1867  
$n=$15  37.1421  108.2281  204.8830  309.4885  427.8523  
Exact  36.9646  107.7696  204.2849  308.1668  425.1134 
Table 4Relative errors between 15 segmented arch model and exact results (%)
${h}_{a}$_{}(m)  1st mode  2nd mode  3rd mode  4th mode  5th mode 
0.30  0.41  0.50  0.41  0.38  0.46 
0.40  0.55  0.60  0.42  0.45  0.65 
0.50  0.48  0.43  0.29  0.43  0.64 
Fig. 3a) Schematic representation of segmented arch where n is total segment number, b) first five mode shapes of archframe plotted using 15 segmented arch model (ha= 0.50 m)
a)
b)
5. Conclusions
Exact natural frequencies of an archframe structure having straight columns and a curved beam (considering axial and shear deformations and rotary inertia effects) are obtained. Standard DSM approaches are used for this purpose. In order to simplify the formulations, an approximate model based on segmenting the arch into straight Timoshenko beams is then considered. The free vibration analysis of both approximate and exact systems demonstrated that segmenting the arch with linear elastic elements is effective; with only a few straight segments, natural frequency and vibration mode shapes of the curved arch are accurately estimated.
Although the formulations of exact curved beams are complicated, the exact free vibration results can only be obtained using these formulations. Another advantage of using the exact end forces and displacements of the curved beam is the small size of global dynamic stiffness matrix of whole vibrating system. In contrast, while straight beam formulations are simple, segmenting the arch into straight beams increases the size of the global dynamic stiffness matrix of the system. This increases the computation time for the root finding algorithm. While this increase in computation time may be prohibitive for very large and complex systems, this is unlikely to be a problem for determining single and multispan arch frames encountered in engineering applications.
Acknowledgements
The authors would like to acknowledge the support of the Scientific and Technological Research Council of Turkey (TUBITAK) 2214A International Doctoral Research Fellowship Programme.
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