# Oblique Incidence of Seismic Wave Reflecting Two Components of Design Ground Motion

Authors: W. J. Cen; X. H. Du; D. J. Li; L. N. Yuan
Journal: Shock and Vibration
 (2018)

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## Abstract

The wave field on the artificial boundary was separated into the free field without local topography effect and scattering field induced by local topography effect. The simulation of the free field under obliquely incident waves was conducted. Based on the assumption that the components of design ground motion were treated as the coincidence of oblique P wave and oblique SV wave, the relationship between the oblique input waves and the design ground motion was established in the free field. Further, the contributions to the two components of design ground motion of obliquely incident waves were discussed. The calculation model in time domain was achieved by the combination of the propagation characteristics of obliquely incident waves and the artificial boundary in the free field. The seismic response to the design ground motion was produced on the free surface. The verification of the 2D half-space model under oblique input waves indicated that the wave input method can accurately reflect the design ground motion on the free surface. Application of an earth-rock dam showed that oblique incidence of seismic waves results in significantly different dynamic response compared with the normal incidence. The proposed method can also be employed in the seismic analysis of large span structures with nonuniform ground motion input.


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## Body

## 1. Introduction

Due to uncertainties of seismic ground motion input and complexity of dynamic response, the seismic safety of large-scale structures (e.g., high dams) is widely concerned. For the analysis of seismic response, it is generally assumed that all points on the interface between the structure and foundation are subjected to the earthquake excitation with the same phase [1–4]. Actually, the earthquake input at the bottom of the structure is not entirely consistent for different propagation routes of seismic wave, different local site conditions, and the interaction between structure and foundation. As a consequence, it is of importance to study the seismic input method reflecting the characteristics of the spatial variation for large-scale structures.In order to ensure the security of large-scale structures under the action of near-field earthquake, the reasonable seismic input method is the vital basis of accurate seismic analysis. For external source wave motion problem such as seismic wave problem, the effect of near-field wave motion is always focused on. Therefore, the limited treatment to the infinite continuum is performed and the artificial boundary in the medium is factitiously introduced. The artificial boundary can reduce the reflection of the outward traveling waves and is imposed to simulate the energy radiation effect at the truncation of an infinite domain. Due to the high precision of viscous-spring artificial boundary, the seismic input method can be used by combining the viscous-spring artificial boundary with wave field decomposition technique [5]. The wave field on an artificial boundary is separated into the free field without local topography effect and scattering field induced by local topography effect [6]. Meanwhile, the analysis model of the free field is established to realize the numerical simulation of external source wave motion problem. The free field with obliquely incident waves can be simulated in the frequency domain, but the approach simulating the free field in frequency domain needs much computational effort and large storage capacity. Consequently, the adaptable and convenient time-domain method with high accuracy was highly recommended [7, 8]. Based on the viscous-spring artificial boundary model, the input boundary was adjusted to be consistent with the oscillation face by Wu [9]. The oblique incidence was converted into the normal incidence, and the nonsynchronous wave was converted into the synchronous wave. The incidence orientation that has the most serious influence on earth dam stability was presented based on the input method of seismic motion.The seismic response analysis of the structures mentioned above was based on the case that the input wave was definite in free field. Although the input wave has some connection with the design ground motion on the free surface, it cannot entirely reflect the nature of the ground motion that the engineered structure site will be encountered in the future [10, 11]. To establish oblique incident wave field reflecting the design ground motion, the oblique plane SV wave and oblique plane P wave were developed from the one-way ground motion on the free surface [12]. However, only considering the oblique plane waves from the one-way ground motion cannot reflect the real situation of ground motion. In this paper, the oblique SV wave and oblique P wave were obtained by synthetically considering the horizontal and vertical ground motions on the free surface. The seismic response of the half-space model was the same as the design seismic component on the free surface when the obliquely incident waves were input simultaneously. The method of oblique input waves reflecting two components of design ground motion was established using the viscous-spring artificial boundary.


## 2. Free Field with Obliquely Incident Waves

According to the theory of wave propagation in solid [13], reflective waves consist of P wave and SV wave when the oblique P wave and SV wave reach the free surface of half-space, as shown in Figure 1. The relationship among the incident, reflected, and transmitted angles upon the single interface can be determined by Snell’s law.Figure 1
Reflection of obliquely incident waves on the free surface: (a) P wave and (b) SV wave.
(a) (b)Figure1 shows the coordinate system for incident waves, where x-axis and y-axis are the horizontal and vertical directions, respectively; α1 is the incident angle of P wave, and α2 is the incident angle of SV wave; α1′ is the angle of the reflected plane P wave, and α2′ is the angle of the reflected plane SV wave; vp and vs are the velocities of P wave and SV wave, respectively.When the incidence of P wave occurs, the reflection coefficients of reflected P wave and reflected SV wave are represented byA1 and A2, respectively [14]. In the case of the incident SV wave, the reflection coefficients of reflected P wave and reflected SV wave are represented by A1′ and A2′, respectively [15]. According to Snell’s law and stress equilibrium conditions on the free surface, the reflection coefficients are presented as follows:(1)A1=vs2sin⁡2α1sin⁡2β1-vp2cos2⁡2β1vp2sin⁡2α1sin⁡2β1+vs2cos2⁡2β1A2=2vpvSsin⁡2α1cos⁡2β1vS2sin⁡2α1sin⁡2β1+vP2cos2⁡2β1A1′=2vPvSsin2α2cos⁡2α2vS2sin⁡2α2sin⁡2β2+vP2cos2⁡2β2A2′=-vS2sin⁡2α2sin⁡2β2+vP2cos2⁡2α2vS2sin⁡2α2sin⁡2β2+vP2cos2⁡2β2Herein, the motion of P wave in the free field is expressed byu(x,y,t). When the oblique input P wave propagates the distance r with the incident angle α as shown in Figure 2, the incident wave field and the reflected wave field of a node (x,y) in the half-space can be expressed by the following equations:(2)ux0x,y,t=ut-rvpsin⁡α1uy0x,y,t=-ut-rvpcos⁡α1ux1x,y,t=A1ut-rvpsin⁡α1′uy1x,y,t=A1ut-rvpcos⁡α1′ux2x,y,t=A2ut-rvScos⁡β1uy2x,y,t=-A2ut-rvSsin⁡β1where ux(0)(x,y,t) and uy(0)(x,y,t) are the horizontal and vertical incident wave fields of incident P wave, respectively; ux(1)(x,y,t) and uy(1)(x,y,t) are the horizontal and vertical wave fields of reflected P wave, respectively; ux(2)(x,y,t) and uy(2)(x,y,t) are the horizontal and vertical wave fields of reflected SV wave, respectively.Figure 2
Free field with the obliquely incident wave.When the incident SV wave is determined, the incident wave field and the reflected wave field of a node(x,y) in the half-space can be expressed as (3)ux0x,y,t=ut-rvscos⁡α2uy0x,y,t=ut-rvssin⁡α2ux1x,y,t=A1ut-rvpsin⁡β2uy1x,y,t=A1ut-rvpcos⁡β2ux2x,y,t=A2ut-rvScos⁡α2′uy2x,y,t=-A2ut-rvSsin⁡α2′where ux(0)(x,y,t) and uy(0)(x,y,t) are the horizontal and vertical incident wave fields of SV wave, respectively; ux(1)(x,y,t) and uy(1)(x,y,t) are the horizontal and vertical wave fields of reflected P wave, respectively; ux(2)(x,y,t) and uy(2)(x,y,t) are the horizontal and vertical wave fields of reflected SV wave, respectively.The incident plane SV wave meets Snell’s law and there exists a critical incident angle as(4)αcr=sin-1⁡vsvpWhenα2>αcr, the relation sin⁡α2′=vp/vssin⁡α2 will have no real-valued solution for the angle α2′, and the reflective waves are not plane waves but nonuniform waves. Since the characteristics of nonuniform waves are different from plane waves, only the case of α2≤αcr is investigated in this study.


## 3. Obliquely Incident Waves Reflecting the Design Ground Motion

Assuming that point O(0,0) on the free surface of half-space is the reference point, the horizontal and vertical components of the design seismic motion of the reference point are represented byuh(t) and uv(t), respectively. The incident P wave and the incident SV wave are constructed at the reference point O  (0,0). When P wave and SV wave are input with an incident angle simultaneously at the artificial boundary, the same seismic response is produced to that of the design seismic component on the free surface. Thus, the horizontal and vertical components can be defined as [13, 16](5)uht=ux0t+ux1t+ux2tuvt=uy0t+uy1t+uy2tBy substituting (2) and (3) into (5), it can be expressed as(6)uht=gt-xsin⁡α1-ycos⁡α1vpsinα1+A1g1t-xsin⁡α1′+ycos⁡α1′vpsinα1′+A2g2t-xsinβ1+ycosβ1vscosβ1+ft-xsinα2-ycosα2vscosα2+A1′f1t-xsinβ2+ycosβ2vpsinβ2+A2′f2t-xsinα2′+ycosα2′vscosα2′(7)uvt=-gt-xsinα1-ycosα1vpcosα1+A1g1t-xsinα1′+ycosα1′vpcos⁡α1′-A2g2t-xsinβ1+ycosβ1vssinβ+ft-xsinα2-ycosα2vssin⁡α2+A1′f1t-xsinβ2+ycosβ2vpcos⁡β2-A2′f2t-xsinα2′+ycosα2′vssin⁡α2′For the nodes on the free surface (y=0), (6) and (7) can be expressed as follows according to Snell’s law [16]:(8)uht=gt-xsinα1vpsinα1+A1sinα1′+A2cosβ1+ft-xsinα2vscosα2+A1′sinβ2+A2′cosα2′(9)uvt=gt-xsinα1vp-cosα1+A1cosα1′-A2sinβ+ft-xsinα2vssinα2+A1′cosβ2-A2′sinα2′The incident angle should meet (10) to make (8) and (9) reasonable when the oblique input waves are simultaneously transmitted to the free surface.(10)sin⁡α1vp=sin⁡α2vsThe horizontal and vertical component coefficients of oblique input waves can be defined as(11)kxp=sinα1+A1sinα1′+A2cosβ1kyp=-cosα1+A1cosα1′-A2sinβ1kxsv=cosα2+A1′sinβ2+A2′cosα2′kysv=sinα2+A1′cosβ2-A2′sinα2′where kxp and kxsv are the horizontal component coefficients of reflected P and SV waves, respectively; kyp and kysv are the vertical component coefficients of reflected P and SV waves with incident plane SV wave, respectively.Thus, (8) and (9) can be expressed as(12)uht=gt-xsinα1vpkxp+ft-xsinα2vskxsv(13)uvt=gt-xsinα1vpkyp+ft-xsinα2vskysvThe incident P wave and the incident SV wave can be obtained as(14)gt-xsinα1vp=kysvuhtkxpkysv-kxsvkyp+kxsvuvtkxsvkyp-kxpkysvft-xsinα2vs=kypuhtkxsvkyp-kxpkysv+kxpuvtkxpkysv-kxsvkypThe incident wave field is determined by (14) and the seismic response at any point on the free surface is identical to the design seismic motion. Further, the incident waves can produce nonuniform motion due to the time difference for different nodes on the free surface.The obliquely incident P and SV waves are composed of the horizontal and vertical components. The contributions to the two components of design ground motion of obliquely incident P wave are expressed bykysv/kxpkysv-kxsvkyp and kxsv/kxsvkyp-kxpkysv, respectively. The contributions of obliquely incident SV wave to the two components of design seismic motion are expressed by kyp/kxsvkyp-kxpkysv and kxp/kxpkysv-kxsvkyp, respectively. Figures 3 and 4 show the contributions of obliquely incident P wave and SV wave, respectively.Figure 3
Contribution of P wave to the design ground motion on the free surface.Figure 4
Contribution of SV wave to the design ground motion on the free surface.As shown in Figures3 and 4, when the seismic wave propagates vertically, the horizontal component on the free surface is entirely produced by SV wave, and the vertical component is entirely produced by P wave. With increasing incident angle of SV wave, the contribution of horizontal component gradually decreases, and the vertical component progressively increases. In contrast to incident SV wave, the contribution of horizontal component gradually increases, while the contribution of the vertical component progressively increases for P wave. When the incident angle of incident P wave is 90°, true waves horizontally propagate on the ground surface. With increasing depth into the half-space away from the surface, the amplitude exponentially decreases [16]. Meanwhile, the density of the medium gradually increases from the surface to the bottom, and the reflection and refraction occur on the surface. When the incident wave reaches the surface, the incident angle of the input wave is always less than 90°.


## 4. Seismic Wave Input Method

When the finite element method is adopted to solve the problem of wave scattering in earthquake engineering, the artificial boundary is introduced to make outgoing wave motions pass through the boundary without reflection. The artificial boundaries, such as transmitting boundary [17], Clayton-Engquist boundary [18, 19], viscous boundary [20, 21], and viscous-spring boundary [22, 23], are proposed to eliminate reflection and to simulate the process of wave transmission. The transmitting boundary has high accuracy, but a certain amount of nodes and elements should be added on the boundary that needs large computing storage capacity. Further, transmitting boundary has high-frequency oscillation instability problem. Clayton-Engquist boundary is generally applied to the small incident angle of a plane wave. The viscous boundary has the characteristics of simplicity and directness; however, it has the disadvantage of low-frequency instability and cannot simulate the resilient-elasticity recovery of foundation. The viscous-spring artificial boundary not only is very efficient and convenient to incorporate the reflected waves with existing FEM code but also avoids the numerically unstable phenomena in high and low frequency. And it has a high computational accuracy to simulate the radiation damping [23].


### 4.1. The Viscous-Spring Artificial Boundary

The viscous-spring artificial boundary consists of elastic springs and dashpots to simulate the influence of the infinite medium to the near field as shown in Figure5.Figure 5
The viscous-spring boundary model.The thought of plane waves and scattered waves mixing transmission was put forward by Du et al. [23]. The geometric attenuation of the far-field scattering wave and linear elastic medium of constitutive relation can be taken into account. The 2D and 3D viscous-spring artificial boundaries are expressed as follows, respectively [13].(15)KN=11+Aλ+2G2θR,CN=Bρvp(16)KT=11+AG2θR,CT=Bρvswhere KN and KT are the coefficients of the normal and tangent elastic stiffness, respectively; CN and CT are the coefficients of the normal and tangent viscous damping, respectively; ρ is the density of the medium; λ and G are Lame’s constants; vp and vs are the velocity of incident P wave and incident SV wave, respectively; R is the distance from the wave source to the artificial boundary; A and B are correction coefficients. When θ is set to 1 and 0, it corresponds to the 2D and 3D viscous-spring boundary, respectively.


### 4.2. Seismic Input on the Boundary

The wave field of the artificial boundary is always separated into the free field and scattering field to realize the oblique incidence of seismic wave, which can be expressed by(17)uT=uS+uFwhere uT is the wave field; uS is the scattering field; uF is the free field.The motion equation of the viscous-spring artificial boundary can be expressed as(18)Miu¨iT+Ciu˙iT+KiuiT=RiF+RiSwhere RiF and RiS are the equivalent stress load of the boundary node i, which are developed by the free field and scattering field, respectively.The scatter wave entering into the far field can be simulated by the viscous-spring artificial boundary as follows:(19)RiS=-KiuiS-Ciu˙iS=-KiuiT-uiF-Ciu˙iT-u˙iFWhen simulating the free field, the load imposed on the viscous-spring artificial boundary can be expressed by(20)RiF=KiuiT+Ciu˙iT+σiAThe external source wave motion is treated as the free field and applied to the viscous-spring artificial boundary by converting into stress directly. Interaction force of the artificial boundary under the earthquake effect can be expressed as [13, 24](21)Fi=Kiuif+Ciuif+σifnwhere i is the node on the artificial boundary; n is the outside normal direction vector on the boundaries; Ki and Ci can be computed by (15) and (16), respectively.


## 4.1. The Viscous-Spring Artificial Boundary

The viscous-spring artificial boundary consists of elastic springs and dashpots to simulate the influence of the infinite medium to the near field as shown in Figure5.Figure 5
The viscous-spring boundary model.The thought of plane waves and scattered waves mixing transmission was put forward by Du et al. [23]. The geometric attenuation of the far-field scattering wave and linear elastic medium of constitutive relation can be taken into account. The 2D and 3D viscous-spring artificial boundaries are expressed as follows, respectively [13].(15)KN=11+Aλ+2G2θR,CN=Bρvp(16)KT=11+AG2θR,CT=Bρvswhere KN and KT are the coefficients of the normal and tangent elastic stiffness, respectively; CN and CT are the coefficients of the normal and tangent viscous damping, respectively; ρ is the density of the medium; λ and G are Lame’s constants; vp and vs are the velocity of incident P wave and incident SV wave, respectively; R is the distance from the wave source to the artificial boundary; A and B are correction coefficients. When θ is set to 1 and 0, it corresponds to the 2D and 3D viscous-spring boundary, respectively.


## 4.2. Seismic Input on the Boundary

The wave field of the artificial boundary is always separated into the free field and scattering field to realize the oblique incidence of seismic wave, which can be expressed by(17)uT=uS+uFwhere uT is the wave field; uS is the scattering field; uF is the free field.The motion equation of the viscous-spring artificial boundary can be expressed as(18)Miu¨iT+Ciu˙iT+KiuiT=RiF+RiSwhere RiF and RiS are the equivalent stress load of the boundary node i, which are developed by the free field and scattering field, respectively.The scatter wave entering into the far field can be simulated by the viscous-spring artificial boundary as follows:(19)RiS=-KiuiS-Ciu˙iS=-KiuiT-uiF-Ciu˙iT-u˙iFWhen simulating the free field, the load imposed on the viscous-spring artificial boundary can be expressed by(20)RiF=KiuiT+Ciu˙iT+σiAThe external source wave motion is treated as the free field and applied to the viscous-spring artificial boundary by converting into stress directly. Interaction force of the artificial boundary under the earthquake effect can be expressed as [13, 24](21)Fi=Kiuif+Ciuif+σifnwhere i is the node on the artificial boundary; n is the outside normal direction vector on the boundaries; Ki and Ci can be computed by (15) and (16), respectively.


## 5. Numerical Verification

### 5.1. The Elastic Half-Space Model Analysis

The half-space model is used to validate the correctness of the oblique incidence method proposed above. Figure6 shows the model with a depth of 200 m and a width of 840 m. The homogeneous isotropic linear soil half-space model is chosen with the shear modulus G=5.292 GPa, the density ρ=2700 kg/m3, and Poisson’s ratio μ=0.25.Figure 6
Elastic half-space model.The horizontal and vertical components of the design seismic wave are expressed by (22) and (23), respectively. Figures 7 and 8 show the horizontal and vertical time histories of the displacement and velocity, respectively. (22)uxt=sin4πt0≤t≤0.500.5<t≤2.0(23)uyt=2sin4πt-sin8πt0≤t≤0.5s0t≥0.5sFigure 7
Time histories of horizontal design ground motion: (a) displacement and (b) velocity.
(a) (b)Figure 8
Time histories of vertical design ground motion: (a) displacement and (b) velocity.
(a) (b)Two components of design ground motion are decomposed by the method presented above, and the oblique plane P and SV waves are input simultaneously at the artificial boundaries. When the angle of incident SV wave is 15°, the corresponding angle of incident P wave is 25°. Figure9 shows the displacement time histories of typical points A, O, and B on the free surface (Figure 6) compared with the analytic solutions.Figure 9
Displacement time history of typical points: (a) horizontal and (b) vertical.
(a) (b)When the two components of the input ground motion are different, the displacement responses of typical points A, O, and B on the free surface are similar to the input design ground motion as shown in Figure9, which validates the effectiveness of the method proposed above. The nonuniform ground motion is observed on the free surface because the ground motion occurs at different times.In order to further analyze the seismic response of the model, the strong ground motion records in Taft earthquake (California) in 1952 are used. Figures10 and 11 show the time histories of velocity and displacement, respectively.Figure 10
Displacement time history of Taft earthquake: (a) horizontal and (b) vertical.
(a) (b)Figure 11
Velocity time history of Taft earthquake: (a) horizontal and (b) vertical.
(a) (b)When the angle of incident SV wave is 30°, the corresponding angle of incident P wave is 54.74°. The oblique incident P wave and SV wave are input simultaneously to obtain the displacement of the typical points A, O, and B on the free surface (Figure6). The horizontal displacement of the typical point O compared with the analytic solution is shown in Figure 12(a). The horizontal displacements of the typical points A and B are shown in Figure 12(b). As in the case of the horizontal displacement of the typical points, the vertical displacements are shown in Figure 13.Figure 12
Horizontal displacement histories of typical points: (a) point O and (b) points A and B.
(a) (b)Figure 13
Vertical displacement histories of typical points: (a) point O and (b) points A and B.
(a) (b)As shown in Figures12 and 13, the displacement of point O coincides with the Taft record as a whole and the displacements of points A and B are consistent. The traveling wave effect is reflected by the difference of occurring time of points A and B on the free surface.


### 5.2. Dynamic Response Analysis of An Earth-Rock Dam

A core wall earth-rock dam located on hard bedrock with a height of 100 m is used to study the effect of different incident angle of the input wave. The slope ratios of the upstream and downstream slopes are both 1:2. Figure14 shows the 2D finite element mesh of the dam. Table 1 lists the parameters of the medium for calculation.Table 1
Calculation parameters.
Material Densityρ (kg/m3) Young’s modulusE (Pa) Poisson’s ratioμ Foundation 2300 2.5 × 1010 0.2 Dam shell 2000 7.0 × 108 0.3 Core wall 1900 6.1 × 108 0.3Figure 14
Finite element mesh.The Taft earthquake records of the first 20 seconds (Figures10 and 11) are used as the input oblique incident waves. The records of horizontal and vertical waves are treated as two components of the design seismic wave. The time histories of acceleration and acceleration spectrum are shown in Figures 15 and 16, respectively.Figure 15
Acceleration time histories of Taft earthquake: (a) horizontal and (b) vertical.
(a) (b)Figure 16
Acceleration spectrums of Taft earthquake: (a) horizontal and (b) vertical.
(a)
Horizontal (b)
VerticalTo study and compare the effect of wave incident angle on dam responses, three types of obliquely incident schemes are adopted.Scheme 1.
Seismic waves propagate vertically, and the input angle of wave is 0°.Scheme 2.
The angle of incidence SV wave is 15°, and the corresponding angle of incidence P wave is 25°.Scheme 3.
The angle of incidence SV wave is 30°, and the corresponding angle of incidence P wave is 54.74°.


#### 5.2.1. Acceleration Distribution

Figures17–19 show the acceleration distributions of the dam. It can be found that the peak horizontal and vertical accelerations both occur at dam crest. With increasing incidence angle, the acceleration distribution becomes more asymmetric, and the peak acceleration gradually increases.Figure 17
Acceleration distribution for Scheme1 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)Figure 18
Acceleration distribution for Scheme2 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)Figure 19
Acceleration distribution for Scheme3 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)


#### 5.2.2. Extreme Value of Acceleration and Dynamic Displacement

Extreme values of the acceleration and dynamic displacement of the dam are listed in Tables2 and 3.Table 2
Extreme value of acceleration (unit: m/s2).
Direction Scheme1 Scheme2 Scheme3 Horizontal 6.332 7.177 7.472 Vertical 5.203 5.985 6.333Table 3
Extreme value of dynamic displacement (unit: cm).
Direction Scheme1 Scheme2 Scheme3 Horizontal 7.6 9.3 9.1 Vertical 3.2 5.3 5.4The wave incident angle has a great influence on the dam response according to Tables2 and 3. With increasing incident angle, the extreme values of acceleration and dynamic displacement gradually increase. Therefore, the seismic response of the dam under the oblique incidence of a seismic wave is much more complicated than that under the normal incidence.


#### 5.2.3. Comparison of the Peak Dynamic Response of Key Parts of the Dam

The dynamic response of the dam under the oblique incident wave is obviously different from the case of normal incidence, as shown in Tables4 and 5. The extreme values of acceleration and dynamic displacement of the dam are significantly greater than the extremes for normal incidence. The effect of wave incident angle on the top part of the dam body is more serious than other parts of the dam. The extreme values of acceleration and dynamic displacement are the biggest at the downstream crest. Thus, the downstream crest should be especially considered for the seismic design.Table 4
Acceleration extremums of key parts of the dam (unit: m/s2).
Location Direction Incidence schemes Scheme1 Scheme2 Scheme3 Upstream crest Horizontal 6.107 7.049 7.425 Vertical 4.347 3.993 4.885 Downstream crest Horizontal 6.277 7.069 7.472 Vertical 4.457 5.538 5.593 Upstream toe Horizontal 1.320 1.569 1.494 Vertical 0.852 0.993 1.029 Downstream toe Horizontal 1.257 1.562 1.534 Vertical 1.003 1.116 1.085Table 5
Dynamic displacement extremums of the dam (unit: cm).
Location Direction Incidence schemes Scheme1 Scheme2 Scheme3 Upstream crest Horizontal 7.6 9.2 9.2 Vertical 2.8 5.1 5.2 Downstream crest Horizontal 7.6 9.2 9.2 Vertical 2.6 4.9 5.1 Upstream toe Horizontal 3.0 4.6 4.7 Vertical 1.6 3.4 3.4 Downstream toe Horizontal 2.9 4.6 4.6 Vertical 1.6 3.4 3.4Figure20 shows the acceleration spectrum of the downstream crest. The amplitude of spectral acceleration is influenced by the incidence angle. The amplitudes of spectral acceleration of Schemes 2 and 3 are greater than that of Scheme 1, but there is no significant increase between Schemes 2 and 3 from Figure 20(a). The amplitude of acceleration spectrum increases more obviously with the incidence angle as shown in Figure 20(b).Figure 20
Acceleration spectrums of downstream dam crest: (a) horizontal and (b) vertical.
(a) (b)


#### 5.2.4. Traveling Wave Effect

Figures21 and 22 show the acceleration histories at the dam crest and dam toe for seismic wave incident Scheme 3, respectively.Figure 21
Time histories of acceleration at the upstream crest and downstream crest: (a) horizontal and (b) vertical.
(a) (b)Figure 22
Time histories of acceleration at the upstream toe and downstream toe: (a) horizontal and (b) vertical.
(a) (b)The maximum acceleration at downstream crest is greater than that of the upstream crest for Scheme3. It can be seen that there is a small phase difference for the acceleration at dam crest in Figure 21, while in Figure 22 there is a significant phase difference for the acceleration at dam toe, which indicates that the nonuniform motion is produced by the oblique incident waves.


## 5.1. The Elastic Half-Space Model Analysis

The half-space model is used to validate the correctness of the oblique incidence method proposed above. Figure6 shows the model with a depth of 200 m and a width of 840 m. The homogeneous isotropic linear soil half-space model is chosen with the shear modulus G=5.292 GPa, the density ρ=2700 kg/m3, and Poisson’s ratio μ=0.25.Figure 6
Elastic half-space model.The horizontal and vertical components of the design seismic wave are expressed by (22) and (23), respectively. Figures 7 and 8 show the horizontal and vertical time histories of the displacement and velocity, respectively. (22)uxt=sin4πt0≤t≤0.500.5<t≤2.0(23)uyt=2sin4πt-sin8πt0≤t≤0.5s0t≥0.5sFigure 7
Time histories of horizontal design ground motion: (a) displacement and (b) velocity.
(a) (b)Figure 8
Time histories of vertical design ground motion: (a) displacement and (b) velocity.
(a) (b)Two components of design ground motion are decomposed by the method presented above, and the oblique plane P and SV waves are input simultaneously at the artificial boundaries. When the angle of incident SV wave is 15°, the corresponding angle of incident P wave is 25°. Figure9 shows the displacement time histories of typical points A, O, and B on the free surface (Figure 6) compared with the analytic solutions.Figure 9
Displacement time history of typical points: (a) horizontal and (b) vertical.
(a) (b)When the two components of the input ground motion are different, the displacement responses of typical points A, O, and B on the free surface are similar to the input design ground motion as shown in Figure9, which validates the effectiveness of the method proposed above. The nonuniform ground motion is observed on the free surface because the ground motion occurs at different times.In order to further analyze the seismic response of the model, the strong ground motion records in Taft earthquake (California) in 1952 are used. Figures10 and 11 show the time histories of velocity and displacement, respectively.Figure 10
Displacement time history of Taft earthquake: (a) horizontal and (b) vertical.
(a) (b)Figure 11
Velocity time history of Taft earthquake: (a) horizontal and (b) vertical.
(a) (b)When the angle of incident SV wave is 30°, the corresponding angle of incident P wave is 54.74°. The oblique incident P wave and SV wave are input simultaneously to obtain the displacement of the typical points A, O, and B on the free surface (Figure6). The horizontal displacement of the typical point O compared with the analytic solution is shown in Figure 12(a). The horizontal displacements of the typical points A and B are shown in Figure 12(b). As in the case of the horizontal displacement of the typical points, the vertical displacements are shown in Figure 13.Figure 12
Horizontal displacement histories of typical points: (a) point O and (b) points A and B.
(a) (b)Figure 13
Vertical displacement histories of typical points: (a) point O and (b) points A and B.
(a) (b)As shown in Figures12 and 13, the displacement of point O coincides with the Taft record as a whole and the displacements of points A and B are consistent. The traveling wave effect is reflected by the difference of occurring time of points A and B on the free surface.


## 5.2. Dynamic Response Analysis of An Earth-Rock Dam

A core wall earth-rock dam located on hard bedrock with a height of 100 m is used to study the effect of different incident angle of the input wave. The slope ratios of the upstream and downstream slopes are both 1:2. Figure14 shows the 2D finite element mesh of the dam. Table 1 lists the parameters of the medium for calculation.Table 1
Calculation parameters.
Material Densityρ (kg/m3) Young’s modulusE (Pa) Poisson’s ratioμ Foundation 2300 2.5 × 1010 0.2 Dam shell 2000 7.0 × 108 0.3 Core wall 1900 6.1 × 108 0.3Figure 14
Finite element mesh.The Taft earthquake records of the first 20 seconds (Figures10 and 11) are used as the input oblique incident waves. The records of horizontal and vertical waves are treated as two components of the design seismic wave. The time histories of acceleration and acceleration spectrum are shown in Figures 15 and 16, respectively.Figure 15
Acceleration time histories of Taft earthquake: (a) horizontal and (b) vertical.
(a) (b)Figure 16
Acceleration spectrums of Taft earthquake: (a) horizontal and (b) vertical.
(a)
Horizontal (b)
VerticalTo study and compare the effect of wave incident angle on dam responses, three types of obliquely incident schemes are adopted.Scheme 1.
Seismic waves propagate vertically, and the input angle of wave is 0°.Scheme 2.
The angle of incidence SV wave is 15°, and the corresponding angle of incidence P wave is 25°.Scheme 3.
The angle of incidence SV wave is 30°, and the corresponding angle of incidence P wave is 54.74°.


### 5.2.1. Acceleration Distribution

Figures17–19 show the acceleration distributions of the dam. It can be found that the peak horizontal and vertical accelerations both occur at dam crest. With increasing incidence angle, the acceleration distribution becomes more asymmetric, and the peak acceleration gradually increases.Figure 17
Acceleration distribution for Scheme1 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)Figure 18
Acceleration distribution for Scheme2 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)Figure 19
Acceleration distribution for Scheme3 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)


### 5.2.2. Extreme Value of Acceleration and Dynamic Displacement

Extreme values of the acceleration and dynamic displacement of the dam are listed in Tables2 and 3.Table 2
Extreme value of acceleration (unit: m/s2).
Direction Scheme1 Scheme2 Scheme3 Horizontal 6.332 7.177 7.472 Vertical 5.203 5.985 6.333Table 3
Extreme value of dynamic displacement (unit: cm).
Direction Scheme1 Scheme2 Scheme3 Horizontal 7.6 9.3 9.1 Vertical 3.2 5.3 5.4The wave incident angle has a great influence on the dam response according to Tables2 and 3. With increasing incident angle, the extreme values of acceleration and dynamic displacement gradually increase. Therefore, the seismic response of the dam under the oblique incidence of a seismic wave is much more complicated than that under the normal incidence.


### 5.2.3. Comparison of the Peak Dynamic Response of Key Parts of the Dam

The dynamic response of the dam under the oblique incident wave is obviously different from the case of normal incidence, as shown in Tables4 and 5. The extreme values of acceleration and dynamic displacement of the dam are significantly greater than the extremes for normal incidence. The effect of wave incident angle on the top part of the dam body is more serious than other parts of the dam. The extreme values of acceleration and dynamic displacement are the biggest at the downstream crest. Thus, the downstream crest should be especially considered for the seismic design.Table 4
Acceleration extremums of key parts of the dam (unit: m/s2).
Location Direction Incidence schemes Scheme1 Scheme2 Scheme3 Upstream crest Horizontal 6.107 7.049 7.425 Vertical 4.347 3.993 4.885 Downstream crest Horizontal 6.277 7.069 7.472 Vertical 4.457 5.538 5.593 Upstream toe Horizontal 1.320 1.569 1.494 Vertical 0.852 0.993 1.029 Downstream toe Horizontal 1.257 1.562 1.534 Vertical 1.003 1.116 1.085Table 5
Dynamic displacement extremums of the dam (unit: cm).
Location Direction Incidence schemes Scheme1 Scheme2 Scheme3 Upstream crest Horizontal 7.6 9.2 9.2 Vertical 2.8 5.1 5.2 Downstream crest Horizontal 7.6 9.2 9.2 Vertical 2.6 4.9 5.1 Upstream toe Horizontal 3.0 4.6 4.7 Vertical 1.6 3.4 3.4 Downstream toe Horizontal 2.9 4.6 4.6 Vertical 1.6 3.4 3.4Figure20 shows the acceleration spectrum of the downstream crest. The amplitude of spectral acceleration is influenced by the incidence angle. The amplitudes of spectral acceleration of Schemes 2 and 3 are greater than that of Scheme 1, but there is no significant increase between Schemes 2 and 3 from Figure 20(a). The amplitude of acceleration spectrum increases more obviously with the incidence angle as shown in Figure 20(b).Figure 20
Acceleration spectrums of downstream dam crest: (a) horizontal and (b) vertical.
(a) (b)


### 5.2.4. Traveling Wave Effect

Figures21 and 22 show the acceleration histories at the dam crest and dam toe for seismic wave incident Scheme 3, respectively.Figure 21
Time histories of acceleration at the upstream crest and downstream crest: (a) horizontal and (b) vertical.
(a) (b)Figure 22
Time histories of acceleration at the upstream toe and downstream toe: (a) horizontal and (b) vertical.
(a) (b)The maximum acceleration at downstream crest is greater than that of the upstream crest for Scheme3. It can be seen that there is a small phase difference for the acceleration at dam crest in Figure 21, while in Figure 22 there is a significant phase difference for the acceleration at dam toe, which indicates that the nonuniform motion is produced by the oblique incident waves.


## 5.2.1. Acceleration Distribution

Figures17–19 show the acceleration distributions of the dam. It can be found that the peak horizontal and vertical accelerations both occur at dam crest. With increasing incidence angle, the acceleration distribution becomes more asymmetric, and the peak acceleration gradually increases.Figure 17
Acceleration distribution for Scheme1 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)Figure 18
Acceleration distribution for Scheme2 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)Figure 19
Acceleration distribution for Scheme3 (unit: m/s2): (a) horizontal and (b) vertical.
(a) (b)


## 5.2.2. Extreme Value of Acceleration and Dynamic Displacement

Extreme values of the acceleration and dynamic displacement of the dam are listed in Tables2 and 3.Table 2
Extreme value of acceleration (unit: m/s2).
Direction Scheme1 Scheme2 Scheme3 Horizontal 6.332 7.177 7.472 Vertical 5.203 5.985 6.333Table 3
Extreme value of dynamic displacement (unit: cm).
Direction Scheme1 Scheme2 Scheme3 Horizontal 7.6 9.3 9.1 Vertical 3.2 5.3 5.4The wave incident angle has a great influence on the dam response according to Tables2 and 3. With increasing incident angle, the extreme values of acceleration and dynamic displacement gradually increase. Therefore, the seismic response of the dam under the oblique incidence of a seismic wave is much more complicated than that under the normal incidence.


## 5.2.3. Comparison of the Peak Dynamic Response of Key Parts of the Dam

The dynamic response of the dam under the oblique incident wave is obviously different from the case of normal incidence, as shown in Tables4 and 5. The extreme values of acceleration and dynamic displacement of the dam are significantly greater than the extremes for normal incidence. The effect of wave incident angle on the top part of the dam body is more serious than other parts of the dam. The extreme values of acceleration and dynamic displacement are the biggest at the downstream crest. Thus, the downstream crest should be especially considered for the seismic design.Table 4
Acceleration extremums of key parts of the dam (unit: m/s2).
Location Direction Incidence schemes Scheme1 Scheme2 Scheme3 Upstream crest Horizontal 6.107 7.049 7.425 Vertical 4.347 3.993 4.885 Downstream crest Horizontal 6.277 7.069 7.472 Vertical 4.457 5.538 5.593 Upstream toe Horizontal 1.320 1.569 1.494 Vertical 0.852 0.993 1.029 Downstream toe Horizontal 1.257 1.562 1.534 Vertical 1.003 1.116 1.085Table 5
Dynamic displacement extremums of the dam (unit: cm).
Location Direction Incidence schemes Scheme1 Scheme2 Scheme3 Upstream crest Horizontal 7.6 9.2 9.2 Vertical 2.8 5.1 5.2 Downstream crest Horizontal 7.6 9.2 9.2 Vertical 2.6 4.9 5.1 Upstream toe Horizontal 3.0 4.6 4.7 Vertical 1.6 3.4 3.4 Downstream toe Horizontal 2.9 4.6 4.6 Vertical 1.6 3.4 3.4Figure20 shows the acceleration spectrum of the downstream crest. The amplitude of spectral acceleration is influenced by the incidence angle. The amplitudes of spectral acceleration of Schemes 2 and 3 are greater than that of Scheme 1, but there is no significant increase between Schemes 2 and 3 from Figure 20(a). The amplitude of acceleration spectrum increases more obviously with the incidence angle as shown in Figure 20(b).Figure 20
Acceleration spectrums of downstream dam crest: (a) horizontal and (b) vertical.
(a) (b)


## 5.2.4. Traveling Wave Effect

Figures21 and 22 show the acceleration histories at the dam crest and dam toe for seismic wave incident Scheme 3, respectively.Figure 21
Time histories of acceleration at the upstream crest and downstream crest: (a) horizontal and (b) vertical.
(a) (b)Figure 22
Time histories of acceleration at the upstream toe and downstream toe: (a) horizontal and (b) vertical.
(a) (b)The maximum acceleration at downstream crest is greater than that of the upstream crest for Scheme3. It can be seen that there is a small phase difference for the acceleration at dam crest in Figure 21, while in Figure 22 there is a significant phase difference for the acceleration at dam toe, which indicates that the nonuniform motion is produced by the oblique incident waves.


## 6. Conclusions

(1) Based on the assumption that the design seismic components are superposed by oblique P wave and oblique SV wave, this study provided a wave input method considering the obliquely incent waves. The produced seismic response is the same as the design seismic component on the free surface of half-space which validates the effectiveness of the proposed method.(2) In this study, the time-domain calculation model is established and the free field is simulated to achieve the seismic wave input using the viscous-spring boundary. Numerical simulation of a two-dimensional half-space model is conducted to verify the correctness of the calculation model. The calculation results show that the method can reflect the nonuniform characteristics of seismic waves and has high precision.(3) Seismic response analysis of an earth-rock dam shows that oblique incidence of seismic waves has a significant influence on the dam, especially for the downstream crest, compared to the case of normal incidence. When the incident angle increases, the seismic response of the dam will be gradually enlarged. It is important for the seismic design of large-scale structures to consider the oblique incidence of the input waves.



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*Source: 4127031-2018-06-13.xml*