The effect of seawater layer on cablestayed bridge under tridirection spatial varying ground motions
Yi Shi^{1} , Shengshan Pan^{2} , Chunguang Liu^{3} , Shuli Fan^{4}
^{1, 3, 4}State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, Dalian, Liaoning, 116024, China
^{2}Faculty of Infrastructure Engineering, Dalian University of Technology, Dalian, Liaoning, 116024, China
^{4}Corresponding author
Journal of Vibroengineering, Vol. 20, Issue 4, 2018, p. 18141827.
https://doi.org/10.21595/jve.2017.19348
Received 3 October 2017; received in revised form 8 November 2017; accepted 16 November 2017; published 30 June 2018
JVE Conferences
In recently years, many seacrossing bridges were built in some countries. For the complexity of seafloor condition and the stochastic characteristics of earthquakes, it is necessary to research the seismic responses of these seacrossing bridges located on seawater layer and irregular bottom conditions. In this paper, a theory of the spatial varying ground motions was derived considering the wave propagation in soil and water. The effects of sea water layer, wave passage, coherence, local site and soil saturation on the seismic responses of a cablestayed bridge were researched. The transfer function was used to calculate the local site effect and soil saturation effect. The seawater layer effect was studied via a simple medal from Crouse and Quilter. Multisupport and tridirection excitations were utilized with large mass method. The seismic responses of a long span cablestay bridge in the site conditions with and without seawater were compared. The results present that the seawater layer affects the earthquake response of bridge greatly, and the soil types have different effects on the different component of bridge. The research will help reasonably evaluate the security of seacrossing bridge under earthquake excitation.
Keywords: cablestayed bridge, spatial varying ground motion, seawater, local site effect.
1. Introduction
In the coastal areas, many large span bridges were built crossing the sea such as Hong KongZhuhaiMacao Bridge in China, Great Belt Bridge in Denmark, and SetoOhashi Bridge in Japan. For the reason that the soil distributed in coastal areas has many unfavorable site properties such as high water content, small shear strength and seawater layer, the site condition has significant impact on the propagation of earthquake ground motion [16]. Properly defining ground motions and reliable dynamic analysis are crucial for the security evaluation of the sea bridges locating on complex offshore sites.
To analyze the effects of local sites on the earthquake propagation, some researchers have proposed many theories and methods [79]. Bi and Hao [10] proposed a simple method to model spatially varying ground motions on the surface of nonuniform site conditions. This method takes the local site effect on motion amplification and spatial variation into consideration. Zhang et al. [11] developed a novelty method to simulating spatially varying ground motions, which can consider the local site effect, nonstationary, and compatibility of response spectra. These methods are limited to simulate ground motions. It is not suitable to consider the effects of soil saturation and seawater on ground motions. Wang and Hao [12] analyzed the effects of soil saturation variation on site amplification of earthquake ground motions using nonlinear wave propagation method. Li et al. [13] presented a theoretical modeling of seafloor seismic motions considering the effects of seawater layer and water saturation of soil layers on the propagation of ground motions. However, the soil types were not considered in the parameters of power spectral density.
In practical engineering applications, some researchers studied the effects of spatial varying ground motions on long span bridge. Jia et al. [14] proposed a theoretical approach to study the local site effects on a bridge under tridirectional spatial excitations. Karmakar et al. [15] discussed the seismic response of retrofitted Vincent Thomas Bridge under generated spectrumcompatible spatially variable earthquake waves. Soyluk and Sicacik [16] researched the responses of cablestayed bridge for spatially varying ground motions through simulating ground motion time histories including the incoherence, wavepassage and siteresponse effects. An experimental of joint earthquake, wave current action on the pile group cablestayed bridge tower was studied by Liu et al. [17]. These researches focused on the effects of the spatial variability of ground motion at support points of longspan bridge. The results propose guidance for the design of longspan bridges built on land site. Several past studies concerning seabridges focused on the effects of spatial variability of ground motions using onshore earthquake recordings. The effect of seawater layer on earthquake motions was neglected due to the lack of seafloor seismic recordings. This may lead to erroneous safety assessments since the difference between the seafloor earthquake motions and the onshore ground motions.
In order to investigate the seismic response of long span cablestayed bridge built on seafloor, a simulate theory of spatial varying seafloor motion was proposed. The soil saturation and seawater effect on the spatial varying ground motions were considered in the proposed model except the wave passage effect, partial coherency effect, and local site effect. A 3D finite element model of a long span cablestayed bridge was built using ANSYS software. The nonstationary response of the bridge model under multisupport and tridimensional earthquake excitations was presented. Two soil types, firm soil and soft soil, were considered. The bridge seismic responses were divided into two groups, a site without seawater group and a site with seawater group. The seismic response of the cablestayed bridge, include displacement, bending moment and structure force of different axis directions, were discussed.
2. Theoretical basis
2.1. Wave propagation theory
For a site with horizontally extended soil layer on a half space, the ground motions are usually assumed to consisting of outofplane SH wave and inplane combined PSV waves. The SH wave motions propagate in the horizontal direction and PSV waves motions in the transverse and vertical directions. Based on the theory of onedimensional wave propagation [18], the dynamic equilibrium equations can be written as:
where, ${c}_{p}$ and ${c}_{s}$ are the wave velocities of $P$ wave and $S$ wave, respectively; ${\nabla}^{2}e$ and ${\nabla}^{2}\mathrm{\Omega}$ are Laplace operators acting on volumetric strain e and rotational strain vector $\mathrm{\Omega}$, respectively.
In the frequency domain, the dynamic equations can be expressed as:
In which, $\left\{{u}_{SH}\right\}$ and $\left\{{P}_{SH}\right\}$ are displacement matrix and load vector of SH wave, respectively; $\left\{{u}_{PSV}\right\}$ and $\left\{{P}_{PSV}\right\}$ are displacement matrix and load vector of combined PSV waves; $\left[{K}_{SH}\right]$ and $\left[\left\{{K}_{PSV}\right\}\right]$ are the stiffness matrices, respectively.
2.2. Site amplification effect
2.2.1. Site transfer function
The effect of site amplification is usually estimated with the site transfer function $H\left(\omega \right)$. The relationship of amplitudes between base rock and each soil layer can be formed by follow equations [19].
For a site consisting of a single homogeneous layer on a halfspace, assembling stiffness matrices, displacements and load vectors of SH wave can be expressed as:
where, $k$ is wave number, $t$ is a parameter related to incident angle, $G$ is the shear modulus, $d$ is the depth of soil layer, ${v}_{t}$ and ${v}_{b}$ are the displacements at the top and bottom of soil layer, respectively; $i$ is imaginary component, $T$ means transpose; superscript $R$, $L$ and * represent base rock, soil layer and hysteresis, respectively.
As above formulas shown, the site transfer function of SH wave can be written as:
In which $p={t}^{R}{G}^{*R}/{t}^{L}{G}^{*L}$ is the impedance ratio. And the site transfer function of PSV wave also can be calculated in the same way.
2.2.2. Seawater layer effect
A simple model was developed by Crouse and Quilter based on the assumption that the vertical component of ground motion was only composed of vertically propagating $P$ wave [2]. For the seafloor site, the $P$ wave can transmit through the seawater layer, and reflect back towards the seafloor. a phase change will result in the reduction in the amplitude of vertical ground motion at the natural frequency of seawater layer. The modulus that describes the response of seafloor site with seawater layer is given as follows:
where, $f$ is the frequency, ${H}_{1}$ is the height of seawater layer, ${\alpha}_{1}=\left({\rho}_{1}{c}_{1}\right)/\left({\rho}_{2}{c}_{2}\right)$ is the impedance ratio between seawater layer and seafloor soil, in which, ${c}_{1}$ and ${c}_{2}$ are the $P$ wave velocity in seawater and seafloor site, respectively; $\rho $ is density, and the subscript 1 and 2 are seawater layer and seafloor site, respectively.
It is evident that $F\left(f,{\alpha}_{1}\right)\le $ 1. ${c}_{1}=K{\rho}_{1}\text{,}$$K$ is the bulk modulus of seawater; ${c}_{2}=\left(\lambda +2G\right){\rho}_{2}$, in which, $\lambda $ is Lame constant, $G$ is the shear modulus of seafloor site.
In this paper, the damping of seafloor site and fluid were considered, the complex values of bulk modulus of seawater and shear modulus of seafloor site are expressed as:
where $\xi $ is the damping coefficient, $i$ is imaginary part. Therefore, the modulus of seawater transfer function is given as follows:
In which, ${c}_{w}^{*}$ is the complex values of $P$ wave velocity in seawater.
2.2.3. Soil saturation effect
In consideration of soil saturation effect on site amplification, the parameters of water saturation, $P$ wave velocity, Poisson’s ratio, and so on, were introduced in references [2022]. They are expressed as:
In which, ${S}_{r}$ is the degree of water saturation, ${V}_{P}$ is $P$ wave velocity, $\lambda $ is Lame constant of soil skeleton, $G$ is shear modulus of soil skeleton and $\nu $ is Poisson’s ratio:
where $\nu \text{'}$ is Poisson’s ratio of soil skeleton, ${K}_{w}$, ${K}_{s}$ and ${K}_{b}$ are the bulk moduli of water, solid grains and skeleton, ${K}_{f}$ is bulk modulus of homogeneous fluid, ${P}_{a}$ is absolute fluid pressure, $n$ is porosity, ${V}_{v}$, ${V}_{w}$ and ${V}_{t}$ are the volumes of pores, pore water and total volume, respectively.
Substituting the results of Eqs. (910) into site transfer function, the effect of soil saturation level on ground motion amplification can be estimated.
2.3. Ground motion generation
The coherency of acceleration time history for a pairs of stations ($i$, $j$) is defined as:
where ${\gamma}_{ij}\left(\omega \right)$ is the coherency function between stations $i$ and $j$, ${S}_{i}\left(\omega \right)$ and ${S}_{j}\left(\omega \right)$ are the autopower spectral densities of station $i$ and $j$, respectively; and ${S}_{ij}\left(\omega \right)$ is the crosspower spectrum density. The coherency is a complex valued quantity [23, 24], thus Eq. (13) can be written as:
The cross power spectral density function of ground motions is:
In which, ${S}_{jj}\left(i\omega \right)$ and ${S}_{jk}\left(i\omega \right)$ are the auto and cross power spectral density functions, respectively; ${S}_{R}\left(i\omega \right)$ is the matrix of power spectral density function; ${H}_{j}\left(i\omega \right)$ and ${H}_{k}\left(i\omega \right)$ are site transfer functions at location $j$ and $k$ on the ground surface, respectively; and superscript $T$ means conjugate transpose.
Decomposing the Hermitian of positive definite matrix $S\left(i\omega \right)$ into lower triangular matrix $L\left(i\omega \right)$ and its Hermitian matrix ${L}^{H}\left(i\omega \right)$ using the Cholesky method:
The stationary time series ${u}_{j}\left(t\right)$ can be expressed as:
In which, ${\phi}_{mn}\left({\omega}_{n}\right)$ are the random phase angles which are uniformly distributed over the range of [0, 2$\pi $], and ${\omega}_{n}$ represents an upper cutoff frequency [25].
If the Jennings envelope function is adopted to simulate the nonstationary time series, which is given as follows:
2.4. The theory of multisupport excitation
First we derived the structural dynamic equation of multisupport excitation using the large mass method [14]. The dynamic equation as follow:
$+\left[\begin{array}{ll}\left[{K}_{ss}\right]& \left[{K}_{sb}\right]\\ \left[{K}_{bs}\right]& \left[{K}_{bb}\right]\end{array}\right]\left\{\begin{array}{l}\left\{{U}_{ss}\right\}\\ \left\{{U}_{bb}\right\}\end{array}\right\}=\left\{\begin{array}{c}0\\ \left\{{M}_{bb}\right\}\left\{{\ddot{U}}_{g}\right\}\end{array}\right\}.$
In which, [$M$], [$C$] and [$K$] are the mass, damping and stiffness matrices, respectively, {$\ddot{U}$}, {$\dot{U}$} and {$U$} are the acceleration, velocity and displacement vectors. The subscripts $b$ and $s$ refer to the structure and base, and subscripts $ss$, $bb$ and $sb$ denote the degrees of freedom (DOF) of structural, base and coupled, respectively. {${\ddot{U}}_{g}$} is the ground motion acceleration.
The Eq. (20) can be expressed as:
$+\left[{K}_{bb}\right]\left\{{U}_{bb}\right\}=\left\{{M}_{bb}\right\}\left\{{\ddot{U}}_{g}\right\}.$
Assuming the values of {${M}_{bb}$} are very large. Then if Eq. (22) is divided by {${M}_{bb}$} both sides, one obtains:
The lumped mass was used in finite element analysis, then, {${M}_{sb}$} = 0. Substituting Eq. (23) into Eq. (21):
The Eq. (24) is the large mass method that has been used in finite element analysis under multiple earthquake excitations. Usually the range of values for large mass {${M}_{bb}$} is 10^{5} to 10^{8}.
3. Numerical examples
3.1. Finite element modeling
To study seawater layer effects on the dynamic response of a seacrossing bridge under tridirectional spatial ground motions, the seismic analysis of a large span cablestayed bridge was conducted using the generated multipoint artificial waves [2628]. The bridge has five spans; the main span of 436 m, first side spans of 126 m and second side spans of 60 m. The height of left towel of bridge is 167.19 m, its pier has height of 55.73 m; the height of right towel is 172.69 m, its pier has height of 61.23 m. A 3D finite element model of the cablestayed bridge was developed using ANSYS software, as shown in Fig. 1. The beam4 type element was used to model main girders and piers. The link8 type element was adopted to simulate the cable. The mass21 type element was used to model the added mass and the large mass in large mass method. The bottom of all piers were defined as the boundary conditions. $X$ is the longitudinal direction of the cablestayed bridge, $Y$ is the vertical direction, and $Z$ is the transverse direction.
Fig. 1. Finite element modeling of cablestayed bridge
3.2. Site conditions
To analyze the effects of seawater layer on the responses of cablestayed bridge under earthquake excitation, four cases with different site conditions were designed in this paper: firm soil, soft soil, firm soil with seawater layer and soft soil with seawater layer. The properties of soil are presented in Table 1, and $h$ is the layer depth, $G$ is the shear modulus, $\rho $ is the density, $\xi $ is the damping ratio and $\nu $ is the Poisson ratio, respectively. The height of seawater layer is 20 m.
Table 1. Properties of different sites and base rock
Soil type

$h$ (m)

$G$ (MPa)

$\rho $ (kN/m^{3})

$\nu $

$\xi $

Firm soil

33

120

19

0.35

0.05

Soft soil

33

30

16

0.38

0.05

Base rock

–

1567.3

29

0.3

0.05

3.3. Simulation of spatially ground motions
In this example, the coherency loss of ground motions at different piers can be estimated by empirical coherency function. The HarichandranVanmarcke model [29] is selected, which has the following formula:
where $\left{\gamma}_{ij}({d}_{ij},\omega )\right$ is the lagged coherency loss, ${d}_{ij}$ is the spatial distance. In the calculation example, $A=$ 0.626, $\alpha =$ 0.022, $K=$ 19700 m, ${\omega}_{0}=$ 12.692, and $b=$ 3.47.
The power spectral density (PSD) of the ground motion on the base rock is modelled by the CloughPenzien [30], which has an expression as:
where ${\omega}_{g}$ and ${\xi}_{g}$ are the central frequency and the damping ratio of low pass filter, respectively; ${\omega}_{f}$ and ${\xi}_{f}$ are the central frequency and the damping ratio of high pass filter, respectively; ${S}_{0}$ is a scaling factor depending on ground motion intensity.
The parameters of CloughPenzien model for the firm soil and soft soil conditions are summarized as the values proposed by Yeh and Wen [31], Monti et al. [32], Der Kiureghian and Neuenhofer [33], Marano et al. [34]; the better fit values of this paper are calculated in Table 2.
Table 2. Parameters of power spectral density for different soil types
Soil type

${\omega}_{g}$ (rad/s)

${\xi}_{g}$

${\omega}_{f}$
_{}(rad/s)

${\xi}_{f}$

Firm soil

15

0.65

1.5

0.6

Soft soil

4.5

0.2

0.3

0.5

To model the simulated nonstationary time histories, the stationary time histories are multiplied by the Jennings envelope function, which has the following form:
In which, ${t}_{0}=$ 1 s and ${t}_{n}=$ 15 s.
The images below show the threedimensional orthogonal acceleration time histories and power spectral density at the bottom of the right bridge tower. The $X$ axis is horizontal outofplane motion, $Y$ axis is vertical inplane motion, and $Z$ axis is horizontal inplane motion. The incident angles of outofplane SH wave and inplane PSV wave was assumed to be 60°. The water saturation of seafloor soil has a significant effect to the amplification of PSV wave, and few effects on the SH wave. The vertical inplane motion is dominated by $P$ wave, thus the seawater layer has a huge impact on the acceleration time histories of vertical inplane motion. So, the acceleration time histories of horizontal outofplane motion are not affected by seawater layer and soil saturation as shown in Fig. 2. The acceleration time histories shown in Fig. 2, Fig. 4 and Fig. 8 only considered the effects of wave passage, coherence and local site. Compared with Fig. 4, the effect of soil saturation is considered in the acceleration time histories shown in Fig. 6. Compared with the acceleration time histories shown in Fig. 8, the time histories shown in Fig. 10 considered the effects of seawater layer and soil saturation.
Fig. 2. The acceleration time histories of horizontal outofplane motion
Fig. 3. Comparison of PSDs for horizontal outofplane motion
Fig. 4. The acceleration time histories of horizontal inplane motion
Fig. 5. Comparison of PSDs for horizontal inplane motion
Fig. 6. The acceleration time histories of horizontal inplane motion with seawater
Fig. 7. Comparison of PSDs for horizontal inplane motion with seawater
Fig. 8. The acceleration time histories of vertical inplane motion
Fig. 9. Comparison of PSDs for vertical inplane motion
Fig. 10. The acceleration time histories of vertical inplane motion with seawater
Fig. 11. Comparison of PSDs for vertical inplane motion with seawater
4. Numerical results
This research focused on the effects of seawater layer on bridge dynamic responses considering different soil types and seawater. The comparisons of the seismic response characteristics without seawater and with seawater on the bridge were studied, which were more concerned by designers and engineers in the operating period of cablestayed bridges.
As shown in Figs. 1213, whether firm soil or soft soil, the absolute maximum of vertical displacements of bridge deck with seawater are smaller than that without seawater. After considering the seawater effects, the peak displacements decline 22 % and 35 % with firm soil and soft soil, respectively. And the reason of asymmetry decreasing of vertical displacement is that the towers and piers on the two sides of bridge are slightly different.
The absolute maximum bending moments of bridge deck at transverse direction are show in Figs. 14, 15, and the peak bending moments are decrease by 10 % and 33 % with firm soil and soft soil, respectively.
Fig. 12. Absolute maximum $Y$displacements of bridge deck with firm soil
Fig. 13. Absolute maximum $Y$displacements of bridge deck with soft soil
Fig. 14. Absolute maximum $Z$bending moments of bridge deck with firm soil
Fig. 15. Absolute maximum $Z$bending moments of bridge deck with soft soil
In Figs. 16, 17, the seawater has few effects on the response of the longitudinal direction displacements of bridge tower. The reason is that the acceleration time histories in longitudinal direction is belong to horizontal outofplane motion which is slightly affected by seawater and soil saturation. In Figs. 18, 19, it is obvious that the transverse displacements of tower top are attenuate greatly due to the seawater effect, the peak displacements decline 48 % and 11 % with firm soil and soft soil, respectively.
As Figs. 20, 21 shown, the seawater has a big effect on the longitudinal bending moments of tower bottom. And the peak bending moments are decrease by 47 % and 19 % with firm soil and soft soil, respectively. However, the transverse bending moments of bridge tower are no change with seawater in Figs. 22, 23.
In Figs. 24, 25, the vertical internal forces of bridge tower are greatly affected by seawater with firm soil, and slightly affect by seawater with soft soil. The peak structure forces are decrease by 26 % and 3 % with firm soil and soft soil, respectively. Fig. 26 shows the absolute maximum transverse internal forces with firm soil are changed at the whole bridge tower; while the structure forces with soft soil are only changed at the bottom of bridge tower in Fig. 27. The peak structure forces in transverse direction decline 34 % and 19 % with firm soil and soft soil.
Fig. 16. Absolute maximum $X$displacements of bridge tower with firm soil
Fig. 17. Absolute maximum $X$displacements of bridge tower with soft soil
Fig. 18. Absolute maximum $Z$displacements of bridge tower with firm soil
Fig. 19. Absolute maximum $Z$displacements of bridge tower with soft soil
Fig. 20. Absolute maximum $X$bending moments of bridge tower with firm soil
Fig. 21. Absolute maximum $X$bending moments of bridge tower with soft soil
Fig. 22. Absolute maximum $Z$bending moments of bridge tower with firm soil
Fig. 23. Absolute maximum $Z$bending moments of bridge tower with soft soil
Fig. 24. Absolute maximum $Y$structure forces of bridge tower with firm soil
Fig. 25. Absolute maximum $Y$structure forces of bridge tower with soft soil
Fig. 26. Absolute maximum $Z$structure forces of bridge tower with firm soil
Fig. 27. Absolute maximum $Z$structure forces of bridge tower with soft soil
5. Conclusions
This research focused on the effects of seawater layer on bridge dynamic responses considering different soil types and seawater. The acceleration time histories of tridirectional spatial varying ground motions were generated using a new method. The large mass method was utilized as the multisupport excitation method to compute the dynamic response of a long cablestayed bridge locating on seafloor. The seismic responses considering wave passage, partial coherence, local site, soil saturation and seawater, were analyzed. The conclusions were drawn as followings:
1) The horizontal inplane and vertical inplane ground motions are strongly affect by the seawater and soil saturation. The acceleration time histories of the seafloor motions in vertical direction are weaker than those of onshore motions, while the peak accelerations in outplane horizontal direction are similar.
2) The dynamic responses of long span cablestay bridge excited by seafloor seismic motions and onshore motions are significantly different. The corresponding axis direction values of displacement, bending moment and structure force can be attenuated obviously by seawater and soil saturation. The changes of longitudinal displacements and transverse bending moments of bridge tower are minor. For the results of vertical displacements and transverse bending moments of bridge deck, the responses with soft soil are much larger than that with firm soil. The effects of seawater layer on structural response should be considered carefully.
Acknowledgements
This work was partially supported by the Major State Basic Research Development Program of China (973 Program, grant number 2015CB057704), the Natural Science Foundation of China (grant number 51678110). The authors would like to thank for them for their financial support.
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