# Scattering of SH Waves by a Partially Debonded Cylindrical Inclusion in the Covering Layer

Authors: Hui Qi; Yang Zhang; Fuqing Chu; Jing Guo
Journal: Mathematical Problems in Engineering
 (2020)

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## Abstract

This article presents analytical solutions to the problem of dynamic stress concentration and the surface displacement of a partially debonded cylindrical inclusion in the covering layer under the action of a steady-state horizontally polarized shear wave (SH wave); these solutions are using the complex function method and wave function expansion method. By applying the large-arc assumption method, the straight line boundary of the half-space covering layer is transformed into a curved boundary. The wave field of the debonded inclusion is constructed utilizing a Fourier series and boundary conditions of continuity. The impact of debonding upon the dynamic stress concentration and surface displacement around the cylindrical concrete or steel inclusion is analyzed through numerical examples of the SH waves that are incident at normal angles, from a harder medium to a softer medium and from a softer medium to a harder medium. The examples show that various factors (including the medium parameters of the soil layers and the inclusion, the frequency of the incident waves, and the debonding situations) jointly affect the dynamic stress concentration factor and the surface displacement around the structure.


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## Body

## 1. Introduction

The development and utilization of underground space is an important factor to consider when seeking to optimize the urban spatial structure and ease the strain on urban land resources. Ensuring the safety of underground structures during an earthquake is vital for protecting people’s lives and property. Various wave fields around the underground structure will interact and interfere with each other, which make analyzing the dynamic response of the underground structure very complicated; this has caused widespread concern among scholars [1]. Stress concentration refers to the phenomenon of a local increase in stress in an object, which has a very important relationship with the damage inflicted on a structure during an earthquake. Studies have revealed that, during an earthquake, the dynamic stress concentration around an underground tunnel is attributed to the multiple scattering of seismic waves by the earth’s surface and cavities [2]. Because of factors such as construction technology, soil settlement, and changes in the groundwater level, at some parts of the structure, it will veer away from the interface between itself and the surrounding soil medium, forming a debonded area. The existence of debonding both causes a dramatic change in the dynamic stress concentration at the edges of the structure and has a substantial impact on the ground surface vibration at the same time; consequently, this affects the nearby buildings. Therefore, it has become necessary to study the impact of this debonding. In engineering, when studying various mechanical problems, the earth is often regarded as a whole elastic half space. Thus far, the research results regarding horizontally polarized shear wave (SH wave) scattering in full space and half space are plentiful [2]. However, when the ground is considered to consist of multiple soil layers, the boundary conditions become more complicated, and this means that the mirror method, which is often used in the study of SH wave scattering in a half space, is no longer applicable. Furthermore, in reality, each soil layer often has different mechanical properties, which will make it more difficult to model and thus solve. Scholars from various countries have not yet devised an ideal method for solving such problems, and their research has only encompassed the problem of elastic wave scattering in the covering layer of specific terrain [3, 4]. From the perspective of engineering applications, in this paper, we consider comprehensively the material differences in various soil layers and structures and try to obtain a solution to the problem of dynamic stress concentration and the surface displacement of SH waves scattered by the debonded structure in the covering layer, thus providing a theoretical reference for seismic design in engineering. Therefore, the impact of seismic waves on a structure can be reduced by means of changing materials, changing dimensions, and strengthening weak areas, which has extensive practical significance for tunnel engineering and mining engineering.In 1961, Baron used the integral transform method and wave function expansion method to provide an analytical solution to the compressional wave pulse scattering problem for a cylindrical cavity [5]. Following this, Mow and Mente studied the scattering of shear waves by a cylinder [6]. Liu et al. solved successfully the dynamic stress concentration problem with respect to cavities of arbitrary shape in 1982, and they applied the complex variable function method to the two-dimensional elastic dynamics scattering problem [7]. They also used the complex function method and moving coordinate method effectively to solve the problem of the scattering of SH waves by shallowly buried structures in a half space [8, 9]. Successively, Qi and Yang have extended this into the areas of half space, half-space interface, circular cavities in half-space bidirectional media, and inclusion [10, 11]. The debonding of a structure can be considered to be a crack without surface contact. In the 1980s, Coussy studied the case where a cylindrical inclusion and the substrate were debonded [12]. In the 1990s, Yang and Norris studied the condition of a single-arc crack and provided near-field and far-field solutions at arbitrary wavelengths [13, 14]. Wang analyzed and solved the problem of plane-wave scattering by a partially detached, rigid, or elastic cylindrical inclusion, based on the wave function expansion method [15, 16]. In 2008, Yang revealed the finite element numerical results of the transient response of an infinite half space to a covering layer crack under the action of SH waves [17]. At the end of the 20th century, Lee and Karl used the large-arc assumption method to turn the traditional straight boundary problem into a curved boundary problem, and they devised analytical solutions for the scattering of the primary waves and other shear waves by a single circular cavity [18–21]. Recently, Fang et al. [22–24] investigated the interface effect in the propagation and diffraction of elastic waves.In addition, the theory of elastic waves also has a great value in engineering applications, such as fatigue failure of structural materials [25–27] due to cyclic strain of the loading waves. In this paper, the concrete and steel structures commonly used in engineering have been selected as the research objects, and they are each regarded as a cylindrical inclusion in the covering layer. On the basis of the large-arc assumption, we transform the straight boundary of two soil layers into a curved (or arc) boundary to construct a scattered wave field in each soil layer. We then decompose the model into circular cavity scattering and inclusion scattering problems in the covering layer using the cutting method. The conjunction between the two is then applied to the common boundary, and the wave field of the debonded inclusion is constructed using a Fourier series and continuous boundary conditions, which avoids the processing of singular points on the edges of the debonded structure and obtains an analytical solution for the problem. Moreover, in the numerical programming calculations used, unlike in the standard literature, this paper does not only perform theoretical derivation and idealized parameter selection but also provides the actual material parameters of the soil layers and inclusion based on actual engineering. The problems of the dynamic stress concentration and the surface displacement surrounding debonded inclusion are analyzed comprehensively in two typical geological combinations: SH wave propagation from a harder medium to a softer medium and from a softer medium to a harder medium.


## 2. Theoretical Model and Fundamental Equations

A two-dimensional model of a single cylindrical debonded inclusion in the covering layer is shown in Figure1. The lower soil layer is Domain I, in which the shear velocity is c1, the density is ρ1, the shear modulus is μ1, and the SH wavenumber is k1; the upper covering layer is Domain II, in which the shear velocity is c2, the density is ρ2, the shear modulus is μ2, and the SH wavenumber is k2; and the circular inclusion in the covering layer is Domain III, in which the shear velocity is c3, the density is ρ3, the shear modulus is μ3, and the SH wavenumber isk3. The upper boundary of the covering layer is marked as TU, and the lower boundary is TD, and the boundary of the circular inclusion is TC. The inclusion radius is r, and the thickness of the covering layer is h. The distance from the center of the circular inclusion to the upper boundary, Tu, of the covering layer is h1 and to the lower boundary, TD, is h2. Using the large-arc assumption method, the upper and lower boundaries of the covering layer are approximated using concentric arcs, each with a large radius; the upper boundary, Tu, becomes Tu, and the lower boundary, Tu, becomes Tu. A rectangular coordinate system, X1O1Y1, is established with the center of the large arc as the origin O1; a rectangular coordinate system, X2O2Y2, is established, with the center of the inclusion as the origin O2, and a line parallel to the interface Tu is taken as the axis X2 so that the axis Y1 and the axis Y2 are on the same straight line. The polar coordinate angle of any point in the space under the coordinate system X1O1Y1 is θ1, and the polar coordinate angle of any point of the inclusion boundary in the coordinate system X2O2Y2 is θ2. When there is debonding in the inclusion, θ3 and θ4 are the starting and ending angles of the debonded structure, respectively, and θ4≥θ3. The steady-state SH wave is incident from Domain I, with an incident angle of α0.Figure 1
Schematic diagram of the layer half space.In this paper, we study the scattering of SH waves in out-of-plane shear motion. The steady-state SH wave displacement fieldWX,Y excited by a half space satisfies the Helmholtz equation [7]:(1)∂2W∂X2+∂2W∂Y2+k2W=0,in which k is the wavenumber and k=ω/c; ω is the circular frequency of the displacement field WX,Y; and c is wave velocity and c=G/ρ, in which G and ρ are the shear modulus and density of the medium, respectively. The complex variable functions zs=Xs+iYs and z¯s=Xs−iYs are introduced, where S=1,2 and the complex planes z1,z¯1 and z2,z¯2 corresponding to the coordinate systems X1O1Y2 and X2O2Y2, respectively, are established. The relationship of each geometric variable is as follows:(2)h=h1+h2,RU=h+RD,z2=z1−iRD+h2.In the complex plane, (1) can be expressed as follows:(3)4∂2W∂z∂z¯+k2W=0.In a complex plane polar coordinate system, the stress-strain relationship is as follows:(4)τzρ=G∂W∂zzz+∂W∂z¯zz,τzφ=iG∂W∂zzz−∂W∂z¯zz.


### 2.1. Wave Fields

In planez1,z¯1, the displacement field of the incident wave in Domain I is as follows [7]:(5)Wz1,z¯1i=W0expik1Rez1e−iα0.In planez1,z¯1, the displacement field of the scattered wave generated in Domain I by the boundary TD can be divided into two parts of Wz1,z¯1S1 and Wz1,z¯1S2 as follows [7]:(6)Wz1,z¯1S1=∑n=−∞n=+∞AnHn2k1z1z1z1n,Wz1,z¯1S2=∑n=−∞n=+∞BnHn1k2z1z1z1n.In addition, in planez2,z¯2,Wz1,z¯1S2 is expressed as follows:(7)Wz2,z¯2S2=∑n=−∞n=+∞BnHn1k2z2+z2+z2+n,in whichZ2+=z2+iRD+h2.In planez2,z¯2, the displacement field of the scattered wave generated in the Domain I by the boundary TC can be divided into two parts of Wz2,z¯2S3 and Wz1,z¯1S4.The former is as follows:(8)Wz2,z¯2S3=∑n=−∞n=+∞CnHn1k2z2z2z2n.In addition, in planez1,z¯1, it is expressed as follows:(9)Wz1,z¯1S3=∑n=−∞n=+∞CnHn1k2z1−z1−z1−n,in whichZ1−=z1−iRD+h2.In planez1,z¯1, the latter is as follows:(10)Wz1,z¯1S4=∑n=−∞n=+∞DnHn2k2z1z1z1n.In addition, in planez2,z¯2, it is expressed as follows:(11)Wz2,z¯2S4=∑n=−∞n=+∞DnHn2k2z2+z2+z2+n.In the complex planez2,z¯2, the standing wave WST generated by the circular inclusion TC in Domain III of the covering layer satisfies both stress freedom on the boundary C¯, and displacement and stress continuity on the boundary C:(12)τZρ,Z2,Z¯2ST=0Z¯2∈C0.5W3μ3k3∑n=−∞n=+∞EnJl−1K3Z2−Jl+1K3z2z2/z2nZ2∈C.The standing wave corresponding to (12) is as follows:(13)Wr2+r¯2ST=W3∑L=−∞L=+∞F1J1K3z2z2z2l,(14)τzρ,z2,z¯2ST=0.5W3μ3k3∑n=−∞n=+∞F1Jl−1K3z2−Jl+1K3z2z2z2l,where En and F1 are undetermined coefficients and W3 is the maximum amplitude of a standing wave, which is set to W3=1 in this paper.Expanding the previous formula (12) into a (10), Fourier series in −π,+π gives the following:(15)τzρ,z2,z¯2ST=0.5W3μ3k3∑l=−∞l=+∞∑l=−∞l=+∞alnEnJn−1K3Z2−Jn+1K3Z2z2z2l,in which(16)aln=12∏∫θ4−2πθ3ein−lθdθ=2π+θ3−θ42πl=nein−1θ3−ein−1θ42πin−ll≠n.In complex planez2,z¯2, θ3 and θ4 are the starting and ending angles of the debonded structure, respectively, and θ4≥θ5.On comparing (15) and (14) with z2=R, we obtain the following:(17)Fl=W3∑n=−∞n=+∞alnJn−1k3R−Jn+1k3RJl−1k3R−Jn−1k3REn.By replacing (13) with (17), we determine the standing wave in the inclusion:(18)Wz2,z2¯ST=∑l=−∞l=+∞∑n=−∞n=+∞EnJn−1k3R−Jn+1k3RJl−1k3R−Jn+1k3RalnJlk3z2z2z2l.The standing wave solution in Domain III is (17), which satisfies the stress freedom on the boundary C¯; the displacement and stress are continuous on the boundary C, and the corresponding stress expression is as follows:(19)Wzρ,z2,z2¯ST=0.5μ3k3∑l=−∞l=+∞∑n=−∞n=+∞EnJn−1k3R−Jn+1k3RJl−1k3R−Jn+1k3RalnJl−1k3z2−Jl+1k3z2z2z2l,Wzρ,z2,z2¯ST=iμ3z2∑l=−∞l=+∞∑n=−∞n=+∞lEnJn−1k3R−Jn+1k3RJl−1k3R−Jn+1k3RalnJlk3z2z2z2l.


## 2.1. Wave Fields

In planez1,z¯1, the displacement field of the incident wave in Domain I is as follows [7]:(5)Wz1,z¯1i=W0expik1Rez1e−iα0.In planez1,z¯1, the displacement field of the scattered wave generated in Domain I by the boundary TD can be divided into two parts of Wz1,z¯1S1 and Wz1,z¯1S2 as follows [7]:(6)Wz1,z¯1S1=∑n=−∞n=+∞AnHn2k1z1z1z1n,Wz1,z¯1S2=∑n=−∞n=+∞BnHn1k2z1z1z1n.In addition, in planez2,z¯2,Wz1,z¯1S2 is expressed as follows:(7)Wz2,z¯2S2=∑n=−∞n=+∞BnHn1k2z2+z2+z2+n,in whichZ2+=z2+iRD+h2.In planez2,z¯2, the displacement field of the scattered wave generated in the Domain I by the boundary TC can be divided into two parts of Wz2,z¯2S3 and Wz1,z¯1S4.The former is as follows:(8)Wz2,z¯2S3=∑n=−∞n=+∞CnHn1k2z2z2z2n.In addition, in planez1,z¯1, it is expressed as follows:(9)Wz1,z¯1S3=∑n=−∞n=+∞CnHn1k2z1−z1−z1−n,in whichZ1−=z1−iRD+h2.In planez1,z¯1, the latter is as follows:(10)Wz1,z¯1S4=∑n=−∞n=+∞DnHn2k2z1z1z1n.In addition, in planez2,z¯2, it is expressed as follows:(11)Wz2,z¯2S4=∑n=−∞n=+∞DnHn2k2z2+z2+z2+n.In the complex planez2,z¯2, the standing wave WST generated by the circular inclusion TC in Domain III of the covering layer satisfies both stress freedom on the boundary C¯, and displacement and stress continuity on the boundary C:(12)τZρ,Z2,Z¯2ST=0Z¯2∈C0.5W3μ3k3∑n=−∞n=+∞EnJl−1K3Z2−Jl+1K3z2z2/z2nZ2∈C.The standing wave corresponding to (12) is as follows:(13)Wr2+r¯2ST=W3∑L=−∞L=+∞F1J1K3z2z2z2l,(14)τzρ,z2,z¯2ST=0.5W3μ3k3∑n=−∞n=+∞F1Jl−1K3z2−Jl+1K3z2z2z2l,where En and F1 are undetermined coefficients and W3 is the maximum amplitude of a standing wave, which is set to W3=1 in this paper.Expanding the previous formula (12) into a (10), Fourier series in −π,+π gives the following:(15)τzρ,z2,z¯2ST=0.5W3μ3k3∑l=−∞l=+∞∑l=−∞l=+∞alnEnJn−1K3Z2−Jn+1K3Z2z2z2l,in which(16)aln=12∏∫θ4−2πθ3ein−lθdθ=2π+θ3−θ42πl=nein−1θ3−ein−1θ42πin−ll≠n.In complex planez2,z¯2, θ3 and θ4 are the starting and ending angles of the debonded structure, respectively, and θ4≥θ5.On comparing (15) and (14) with z2=R, we obtain the following:(17)Fl=W3∑n=−∞n=+∞alnJn−1k3R−Jn+1k3RJl−1k3R−Jn−1k3REn.By replacing (13) with (17), we determine the standing wave in the inclusion:(18)Wz2,z2¯ST=∑l=−∞l=+∞∑n=−∞n=+∞EnJn−1k3R−Jn+1k3RJl−1k3R−Jn+1k3RalnJlk3z2z2z2l.The standing wave solution in Domain III is (17), which satisfies the stress freedom on the boundary C¯; the displacement and stress are continuous on the boundary C, and the corresponding stress expression is as follows:(19)Wzρ,z2,z2¯ST=0.5μ3k3∑l=−∞l=+∞∑n=−∞n=+∞EnJn−1k3R−Jn+1k3RJl−1k3R−Jn+1k3RalnJl−1k3z2−Jl+1k3z2z2z2l,Wzρ,z2,z2¯ST=iμ3z2∑l=−∞l=+∞∑n=−∞n=+∞lEnJn−1k3R−Jn+1k3RJl−1k3R−Jn+1k3RalnJlk3z2z2z2l.


## 3. Boundary Conditions

The boundary conditions to be met are as follows:(i)
Continuous displacement onTDz1=RD:Wz1,z¯1i+Wz1,z¯1S1=Wz1,z¯1S2+Wz1,z¯1S3+Wz1,z¯1S4(ii)
Continuous radial stress onTDz1=RD:τzρ,z1,z¯1i+τzρ,z1,z¯1S1=τzρ,z1,z¯1S2+τzρ,z1,z¯1S3+τzρ,z1,z¯1S4(iii)
Continuous displacement onTCz2=r:Wz2,z¯2S2+Wz2,z¯2S3+Wz2,z¯2S4=Wz2,z¯2ST(iv)
Continuous radial stress onTCz2=r:τzρ,z2,z¯2S2+τzρ,z2,z¯2S3+τzρ,z2,z¯2S4=τzρ,z2,z¯2ST(v)
Free radial stress onTUz1=RU:τzρ,z1,z¯1S2+τzρ,z1,z¯1S3+τzρ,z1,z¯1S4=0A Fourier series expansion is performed on the two ends of the equation, according to the angular variableθ, and an infinite term equation system containing infinite unknown coefficients is obtained. According to the attenuation properties of the scattered wave, the finite terms are intercepted for m and n to ensure accuracy. These boundary condition equations can be transformed into a finite term linear equation set, and the coefficients An, Bn, Cn, Dn, and En are obtained.


## 4. Dynamic Stress Concentration Factor and Surface Displacement Amplitudes

We define the dynamic stress concentration factor (DSCF) denoted byτzφ,z2,z¯2∗ as follows:(20)τzφ,z2,z¯2∗=τzφ,z2,z¯2S2+τzφ,z2,z¯2S3+τzφ,z2,z¯2S4ik1μ1W0z2=R,at the edge of a cylindrical inclusion, which is abbreviated as DSCFσθz∗, for which the maximum value is DSCFσθzmax∗. The DSCF represents the stress response of an elastic medium to an external load. The total wave field of the displacement in Domain II in the covering layer is Wt=WS2+WS3+WS4. This can also be expressed as Wt=|Wt|eiωt−ϕ, in which ϕ is the phase of Wt, and the frequency of the incident wave ω can be combined with the radius of the circular inclusion to obtain an incident wavenumber. From k=ω/c and λ=cT, in which λ is the wavelength and c is the velocity, we can determine that the incident wavenumber is kr=2πr/λ.


## 5. Numerical Results and Discussion

The numerical examples focus on the effects of debonding on the dynamic stress concentration and the surface displacement of a cylindrical concrete or steel inclusion when SH waves are incident vertically. We assume that the debonding position exists in the upper half of the inclusion, that is, the starting angle and the ending angle of the debonding areθ3=0 and θ4=π/2, respectively. The incident angle of the SH wave α0=90∘, the depth of the cylindrical inclusion h1=1.5r, radius r=1, the density of Domain I ρ1=1, the shear velocity c1=1, and the shear modulus μ1=1 can be obtained from C=μ/ρ. For convenience and to facilitate the analysis, all parameters in this example are dimensionless. By defining the parameter combination c∗=c2/c1, c#=c3/c1, ρ∗=ρ2/ρ1, ρ#=ρ3/ρ1, k∗=k2/k1, and k#=k3/k1 and from k=ω/c, we obtain k∗=1/c∗=ρ∗/μ∗ and k#=1/c#=ρ#/μ#. A value of k∗>1 indicates that Domain I is “harder” than Domain II, that is, the incident wave propagates from the “harder” half space, and, at this moment, the circular inclusion is positioned in the “softer” covering layer. Two commonly used materials are applied to create the inclusion:(1)
C30 concrete, with densityρ3=2400kg/m3, shear modulus μ3=12GPa, and shear velocity C3=2240m/s(2)
Q345 steel, with densityρ3=7850kg/m3, shear modulus μ3=79GPa, and shear velocity C3=3160m/sTwo geological conditions are selected:(i)
SH wave incident from the harder medium to the softer medium: where, Domain I is granite of densityρ1=2800kg/m3 and shear velocity c1=3200 m/s, and Domain II in the covering layer is sandstone of density ρ2=2240kg/m3 and shear velocity c2=2100m/s. When ρ1=1, ρ∗=0.8 and k∗=1.5. When the inclusion is C30 concrete, ρ#≈0.85 and k#≈1.4. When the inclusion is Q345 steel, ρ#≈2.8 and k≈1.0.(ii)
SH wave incident from the softer medium to the harder medium: where, Domain I is coal of densityρ1=1500kg/m3 and shear velocity c1=1000m/s, and Domain II in the covering layer is sandstone of density ρ2=2240kg/m3 and shear velocity c2=2100m/s. When ρ1=1, ρ∗≈1.7 and K#≈0.4. When the inclusion is C30 concrete, ρ#=1.6 and K#≈0.45. When the inclusion is Q345 steel, ρ#≈5.2 and K#≈0.3.Whenμ∗=k∗=ρ∗=1, the parameters of Domain I and Domain II are the same, so the boundary TD does not exist, and Domains I and II merge into one. At this time, μ∗=k∗=ρ∗=1, and Domain III can be seen as a circular cavity without media. This degenerates into the problem of the scattering of an SH wave by a circular cavity in the half space, as illustrated in Figure 2. Figure 3 shows that when Rd≥120r, k1=0.1 and h1 are the DSCFs around the circular cavity when 1.5γ and when 12r, respectively, and the results are basically consistent with the results of Figure 4 in [8]. Figure 5 identifies that when h1 is 3r and 12r, the changes in the amplitude of the horizontal surface displacement with x/r, respectively. The results are fundamentally consistent with what is demonstrated in Figures 3 and 5 in [9], that is, when h1≥12r, the DSCFs and the ground surface horizontal displacement approach a constant, which also verifies the rationality of using the large-arc assumption method.Figure 2
Schematic diagram of the half-space modification.Figure 3
DSCFσθz∗ of the cavity edge when degenerated into a circular cavity.Figure 4
DSCFσθz∗ of geological combination A with a debonded Q345 steel inclusion.Figure 5
Variation in surface displacement amplitudesWt with x/r when degenerated into a circular cavity.Figure6 illustrates the dynamic stress concentration around the concrete inclusion in the sandstone covering layer when the SH wave for geological combination A is perpendicularly incident from the granite layer to the sandstone layer. In this instance, the SH wave is incident from the harder medium to the softer medium, and the parameters are ρ∗=0.8, k∗=1.5, ρ#≈0.85, and k#≈1.4. When k1r=0.1, which is a low-frequency incidence, the DSCF around the inclusion is elliptical. When the inclusion is not debonded, DSCFσθzmax∗ appears at about 200° and 340°. When bonded, the overall DSCFσθzmax∗ increases to a certain extent, but there is no obvious change in the DSCFσθz∗ position. When the incident frequency increases to an intermediate frequency with k1r=1.0, the increase in the DSCFσθz∗ of the debonded structure is very substantial compared with the low-frequency incidence, and the distribution shape also changes considerably. Regardless of whether the structure is debonded or not, the positions of DSCFσθzmax∗ are at approximately 20° and 160°. Comparing this with when k1r=0.1, there is a nearly three times increase in DSCFσθzmax∗ when debonding occurs and k1r=1.0. Under the same geological conditions, a debonded concrete inclusion’s dynamic response to the intermediate-frequency incident wave is more sensitive, that is, there is a resonance phenomenon between the structure and the site when under intermediate-frequency conditions. When k1r=2.0, which is a high-frequency incidence, the overall amplitude of DSCFσθz∗ tends to decrease compared with when k1r=1.0, but the distribution shape changes radically. The distribution shape of the structure’s DSCFσθz∗ after debonding is obviously different from that when it is not debonded. The DSCFσθzmax∗ appears at 0° and 180° when the structure is not debonded, and the DSCFσθzmax∗ appears at 220° and 320° when debonding exists. The overall value of DSCFσθz∗ is much larger when the structure is debonded than when it is not debonded. Under geological combination A, with an increase in k1r, the DSCFσθz∗ of the concrete structure tends to change gradually from low to high and then to low again. When the incident wave is at a high frequency, debonding has the most substantial effect on the distribution shape and the positions of the DSCF maximums of the concrete inclusion.Figure 6
DSCFσθz∗ of geological combination A with a debonded C30 concrete inclusion.Figure4 shows the dynamic stress concentration around the steel inclusion in the sandstone covering layer when the SH wave for geological combination A is perpendicularly incident from the granite layer to the sandstone layer. In this instance, the parameters are ρ∗=0.8, k∗=1.5, ρ#≈2.8, and k#≈1.0. The density and shear modulus of steel are much larger than those of concrete. It can be concluded that the inclusion’s stiffness is greater, and the inclusion is “harder.” Compared with what is revealed in Figure 6, the DSCFσθz∗ in Figure 4 is considerably reduced overall. The reason for this may be that the concrete is relatively soft, and it more easily absorbs more energy under the action of dynamics, where this differs from the concrete inclusion is in that, in addition to high-frequency incident waves, low-frequency incident waves also affect the distribution shape and the maximum positions of the DSCFσθz∗ for the debonded steel inclusion. When k1r=1.0 and the structure is not debonded, the positions of DSCFσθzmax∗ are at about 200° and 340°, and when the structure is debonded, the positions of DSCFσθzmax∗ are at about 220° and 320°; the value of DSCFσθz∗ in the debonded area is greater than when the structure is not debonded. When k1r=1.0, debonded steel inclusions, such as debonded concrete structures, are more sensitive to the dynamic response of intermediate-frequency incident waves, and, overall, DSCFσθz∗ is greater than when k1r=0.1 and k1r=2.0.Figure7 illustrates the dynamic stress concentration around the concrete inclusion in the sandstone covering layer when the SH wave for geological combination A is perpendicularly incident from the coal layer to the sandstone layer. In this instance, the SH wave is incident from the softer medium to the harder medium. The parameters are ρ∗≈1.7, k∗=0.4, ρ#≈1.6, and K#≈0.45. Compared with what is revealed in Figure 6, the overall decrease in DSCFσθz∗ shown in Figure 7 is considerable, that is, as the shear modulus of the covering layer increases, the DSCFσθz∗ of the inclusion in the covering layer tends to decrease. Figure 7 also demonstrates that, as the frequency of the incident wave increases, the overall DSCFσθz∗ increases gradually. When the incident wave is low frequency or intermediate frequency, whether the structure is debonded or not has little effect on the distribution shape and the positions of the DSCFσθzmax∗ for the structure. When the incident wave is at a high frequency, the existence of debonding also only slightly changes the overall value of the DSCFσθz∗, and it does not change the distribution shape. The reason may be that, in such a geological combination, the density of the concrete inclusion and sandstone layers and the wave velocity are relatively close to the parameters of the lower coal layer, and the effect of debonding is not pronounced. In this case, the concrete structure and the sandstone layer are close to forming a whole, and this reveals a simultaneously strong reflection effect for the SH wave transmitted from the lower coal layer; this is the energy barrier effect.Figure 7
DSCFσθz∗ of geological combination B with a debonded C30 concrete inclusion.Figure8 depicts the dynamic stress concentration around the steel inclusion in the sandstone covering layer when the SH wave for geological combination A is perpendicularly incident from the coal layer to the sandstone layer. In this instance, the parameters are ρ∗≈1.7, k∗=0.4, ρ#≈5.2, and k∗=0.3. Compared with what is shown in Figure 7, the overall value of the DSCFσθz∗ is greatly reduced, which further confirms the phenomenon that the larger the shear modulus of the inclusion, the smaller the amount of energy absorbed and the smaller the DSCFσθz∗. It can be seen from Figure 8 that when k1r=0.1 and k1r=2.0, the DSCFσθz∗ shape for the steel inclusion in the presence of debonding changes drastically compared with when debonding is absent, and the DSCFσθz∗ value of the debonded position undergoes a notable increase. When debonding exists in the inclusion and k1r=0.1, the DSCFσθzmax∗ positions change to 130° and 50°, and when k1r=2.0, the DSCFσθzmax∗ positions change to 160° and 20°. Furthermore, when k1r=1.0, the shape of the DSCFσθz∗ of the steel inclusion with debonding is close to that without debonding, and there is a slight increase in the DSCFσθz∗ for the debonded position. Figures 8 and 7 also demonstrate that, under geological combination B, the change in the frequency of the incident wave has no obvious effect on the DSCFσθz∗ of a nondebonded steel inclusion, and the impacts of low-frequency and high-frequency SH waves on the debonded steel inclusion are notable.Figure 8
DSCFσθz∗ of geological combination B with debonded Q345 steel inclusion.Figures9 and 10 identify the changes in the DSCFσθzmax∗ around the debonded concrete or steel inclusion in the sandstone covering layer in geological combination A in response to incident wave k1r. In this instance, the parameters p∗≈0.8 and K#≈1.5 of the covering layer are the same, and the parameters ρ# and K# of the two inclusions are different. The worth of analyzing this problem lies in finding the frequency bands in which the concrete and steel structures are most sensitive to the dynamic response of the incident waves under the two common geological combinations, which will further provide a theoretical basis for how to reduce the effect of dynamic stress concentration in engineering design. In Figure 9, when there is no debonding of the concrete structure, the DSCFσθzmax∗ increases gradually along with k1r, reaches a maximum when k1r≈0.35, and then follows a trend of decreasing vibration. When debonding exists, the DSCF reaches the maximum simultaneously when k1r≈0.35 and k1r≈1.1, and the values of the two are relatively close. Subsequently, DSCFσθzmax∗ also decreases slowly, but the overall value of the DSCFσθzmax∗ is still larger than that for the nondebonded structure. This also explains the phenomenon that the DSCFσθzmax∗ progressively becomes larger first and then becomes smaller, as demonstrated in Figure 6. In Figure 10, the DSCFσθzmax∗ of the nondebonded steel inclusion is revealed to be smaller than the overall DSCFσθzmax∗ value for the concrete inclusion, but the trends of the two are closer to each other. In the case of debonded steel inclusion, the DSCFσθzmax∗ appears only when k1r≈1.1 and then decreases gradually. The overall value of the DSCFσθzmax∗ is still much larger than that of nondebonded structures. Under the same geological condition, because of utilizing different materials, the dynamic characteristics of the structure are very different. It is therefore essential to take the necessary measures at the design stage to reduce this adverse effect, according to the actual situation and in view of the possible debonding problems.Figure 9
Variation of theDSCFσθz∗ with k1r for geological combination A with debonded C30 concrete inclusion.Figure 10
Variation of theDSCFσθz∗ with k1r for geological combination A with debonded Q345 steel inclusion.Figures11 and 12 depict the changes in the DSCFσθzmax∗ around the debonded concrete or steel inclusion in the sandstone covering layer with incident wave k1r in geological combination B. In this instance, the parameters p∗≈1.7 and k∗=0.4 are the same, and the parameters ρ# and K# of the two inclusions are different. Compared with what is revealed in Figures 9 and 10, Figures 11 and 12 identify that because of the relative increase of the shear modulus of the covering layer with respect to the lower soil layer, the overall value of the DSCFσθzmax∗ is reduced considerably. The regularity of the change of the DSCFσθzmax∗ between k1r=0.1 and k1r=2.0 illustrated in Figures 11 and 12 can be confirmed by Figures 8 and 9, but the DSCF only becomes close to the maximum when k1r=2.3. This phenomenon also shows that the dynamic response’s sensitive frequency is affected by the parameters for the upper and lower soil media. Under geological combination B, the inclusion’s dynamic response to the high-frequency incident wave is more obvious. In Figure 11, because the media parameters of concrete and sandstone are relatively close, it is not obvious whether the structure experiences a change due to debonding. Figure 12 demonstrates that, as the incident wave frequency increases, the increase in the DSCFσθzmax∗ of the debonded steel inclusion is large, which is consistent with Figure 8.Figure 11
Variation of theDSCFσθz∗ with k1r for geological combination B with debonded C30 concrete inclusion.Figure 12
Variation of theDSCFσθz∗ with k1r for geological combination B with debonded Q345 steel inclusion.Figures13 and 14 show the variation in the ground displacement amplitude Wt with the position x/r when the sandstone covering layer in geological combination A has a debonded concrete or steel inclusion. The horizontal surface displacement is close to a constant when k1r=0.1. This confirms that when k1r is relatively small and the wave is incident at a low frequency, the influence of the inclusion on the horizontal displacement of the ground is not sizable, regardless of whether the structure is debonded or not. As the frequency of the incident wave increases, the surface displacement oscillates and presents more obvious dynamic characteristics. The larger the value of k1r, the more severe the surface displacement shock. The presence or absence of debonding at an inclusion has a prodigious effect on ground displacement. When k1r=1.0, the surface displacement near a nondebonded concrete or steel inclusion increases considerably, but the oscillation amplitude is small, and the maximum increase is close to 4.5. When the inclusion is debonded, the closer to the inclusion, the greater the reduction in surface displacement. When k1r=2.0, the response of a nondebonded concrete inclusion to ground displacement is not large, whereas the surface displacement near a steel inclusion increases slightly.Figure 13
Variation of surface displacement amplitudesWt with x/r for geological combination A with debonded C30 concrete inclusion.Figure 14
Variation of surface displacement amplitudesWt with x/r for geological combination A with debonded Q345 steel inclusion.Figures15 and 16 identify the variation of the ground displacement amplitude Wt with the position x/r when the sandstone covering layer in geological combination B has a debonded concrete or steel inclusion. When k1r=0.1, the amplitude of the ground surface displacement far away from the inclusion location is close to 2.0, and there is only an incident wave and a reflected wave in a half space. The sum of the amplitudes of the two is 2.0, which is essentially consistent. The closer to the inclusion, the larger the amplitude of the surface displacement. Compared with Figures 13 and 14, Figures 15 and 16 show that the medium parameters of different soil layers are dissimilar, and the influence of the presence of an inclusion on surface displacement is also different. As the frequency of the incident wave increases, the amplitude of the surface displacement also increases, but the overall amplitude of the surface displacement of geological combination B is reduced substantially compared with geological combination A, which also shows that the soft covering layer is effective with respect to surface displacement. It has a magnifying effect, whereas the covering layer with a large shear modulus has a reducing effect on the ground surface displacement. When k1r=1.0, the two curves in Figures 15 and 16 are effectively the same, which indicates that, in this case, the presence of debonding at the inclusion has little effect on the amplitude of the surface displacement. When k1r=2.0, so the frequency of the incident wave is high, the debonded inclusion amplifies the displacement of the nearby surface.Figure 15
Variation of surface displacement amplitudesWt with x/r for geological combination B with debonded C30 concrete inclusion.Figure 16
Variation of surface displacement amplitudesWt with x/r for geological combination B with debonded Q345 steel inclusion.


## 6. Conclusions

This paper has obtained analytical solutions to the problem of SH wave scattering by a cylindrical inclusion with partial debonding in the covering layer. Furthermore, it has used numerical examples to analyze the effects of debonding on the dynamic stress concentration and surface displacement of a concrete or steel inclusion under two geological combinations. The following conclusions have been drawn.The soft cover layer has a relatively obvious amplification effect on theDSCFσθzmax∗ and Wt, whereas the hard covering layer has a reflection and energy shielding effect on SH waves.The smaller the shear modulus of the inclusion, relative to the soil medium, the larger theDSCFσθzmax∗ and Wt.When comparing the problem of SH wave scattering in a half space with SH wave scattering in a covering layer, the combination of the parameters for the soil layer mediums and the inclusion is more complicated. When a structure in a soft covering layer is debonded, it is more sensitive to the dynamic response of incident waves at low and intermediate frequencies and has a greater impact on theDSCFσθzmax∗ and Wt. When a structure in a hard covering layer is debonded, it is more sensitive to the dynamic response of incident waves at high frequencies and has a greater impact on the DSCFσθzmax∗ and Wt.The parameters of the different soil layer mediums and the inclusion, the frequency of the incident wave, and the presence or absence of debonding at the inclusion all affect the DSCF around the structure and the horizontal surface displacement. Therefore, engineering designs should consider the influence of various factors in combination with different geological conditions.



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*Source: 2614574-2020-05-30.xml*