# Elastodynamic Solutions of a Finite Soil Layer under Interior Distributed Actions

Authors: Shiping Zhang; Zhan Xu
Journal: Shock and Vibration
 (2021)

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## Abstract

Through a method of displacement potentials, Fourier series, and Hankel integral transformation, the generalized solutions of an elastic layer resting on a rigid base under arbitrary, distributed, buried, and time-harmonic loads are developed in this study. With the proposed solution, the specific results for two kinds of uniform distributions as a kind of fundamental solutions in the interaction analysis of media and inclusions by the method of boundary integral equations are included as illustrations. Finally, numerical examples involving surface and buried patch loads are presented to validate the solutions and examine the effects of the thickness of the elastic layer. The results show that the proposed solution can cover the classical half-space solution by taking enough large thickness of the elastic layer (e.g., the ratio of the layer thickness beneath the load to the load radius≥50) and the surface load solution by setting the load depth to zero; the underlying rigid base has significant and complex influence on the dynamic response of the thin layer due to wave reflections, which needs to be considered in the design and practice of related engineering.


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## Body

## 1. Introduction

Mechanical behaviors of soils under dynamic loads, such as traffic loads, construction operations, machinery vibrations, and earthquakes, are of fundamental importance in pavement engineering, geotechnical, and seismic engineering [1–3]. By treating soil materials as single-phase elastic or viscoelastic media, their dynamic responses to external loads have been studied extensively in classical treatments [4–6]. Using the theories and methods developed for single-phase solids, research on the propagation of elastic waves in poroelastic materials also has continued to increase since the pioneering work of Biot [7].The research began with the surface load cases involving either point, line, or patch loads, which characterize certain kinds of spatial symmetry and simplification. For instance, Lee [8], Yan et al. [9], Jones [10], Liu and Pan [11], Andersen et al. [12], and You et al. [13] studied the dynamic response problems of single-phase elastic layered half-spaces subjected to vertical surface loads. Paul [14, 15], Halpern and Christiano [16], Puswewala and Rajapakse [17], Senjuntichai and Rajapakse [18], Jin and Liu [19], and Feng et al. [20] investigated the axisymmetric responses of poroelastic half-spaces under vertical or radial ring surface loads.More general and mathematically demanding cases are those when asymmetric sources are buried inside media, which are generally corresponding to the interaction problems of media and embedded structures (e.g., geogrid reinforcement, pile foundation, or buried pipes), blast loads, or seismic loads. For example, Khojasteh et al. [21], Liu et al. [22], Lin et al. [23], Park and Kaynia [24], Noori et al. [25], Ai and Li [26], and Ai et al. [27] analyzed the dynamic responses of single-phase multilayered half-spaces to buried vertical or horizontal loads. Philippacopoulos [28], Jin and Liu [29], Zhou et al. [30], Chen et al. [31], Zheng et al. [32, 33], and Pooladi et al. [34] studied the dynamic responses of poroelastic half-spaces due to buried point or distributed loads.The media in all the foregoing studies are modeled as half-spaces, which are available when their thicknesses are large enough. However, a more common case of many soil systems found in practice is that of finite soil stratum underlain by stiff bedrock. The existence of the bedrock boundary in this physical system leads to dynamic behavior with both resonant and cutoff frequency phenomena in wave mechanics. The significant differences in geometry and boundary conditions of the finite-layered media and the well-known infinite half-space clearly warrant careful attention in design and practice. For the finite-layered medium problems, Zheng [35] studied the dynamic response of an elastic layer on stiff foundation under time-harmonic surface vertical concentrated load. Chen et al. [36] presented a semianalytical solution for the axisymmetric consolidation of a transversely isotropic soil layer resting on a rough impervious base and subjected to a uniform circular pressure at the ground surface. Kim [37] proposed the general viscoelastic solutions for multilayered systems subjected to static and moving loads. Dan et al. [38] performed the coupled hydromechanical response analysis of saturated asphalt pavement under moving traffic load. Recently, Yuan and Wang [39] investigated the effects of surface tension on the two-dimensional contact problems of an elastic layer bonded to the rigid substrate.These studies, however, were only suitable for surface load cases, while unable to reflect the effect of interior actions. Together with the fundamental importance of buried load solutions in the soil-structure interaction analysis, the expected generality significance that buried load solutions can be reduced to surface load solutions, and finite-layered solutions to half-space solutions. To this end, an analytical investigation for time-harmonic response analysis of an elastic layer resting on rigid base under arbitrary, distributed, and interior excitations is initiated to enhance the current framework for this class of problems. The remainder of this study is structured as follows: In Section2, displacement potentials are introduced to fully decouple the field equations into three independent wave equations, followed by a finite Fourier transformation and a Hankel transformation, which reduce the dimension of wave equations to one. Then, general solutions to arbitrary, distributed, and buried loads are obtained by imposing the boundary condition and the conditions at the load level. In Section 3, specific responses to buried circular patch loads with uniform distribution are presented as application illustrations of the generalized solution. By degenerating the model to a half-space and comparing it with classical results and comparing the present solution with FEM results, the present solution is validated in Section 4. Also, the effect of the thickness of the elastic layer on its response of displacements is investigated with numerical examples.


## 2. Statement of Problem and Its Solutions

As mentioned earlier, the problem under consideration is that of an arbitrary internal body force field distributed on the planez=s in a finite stratum of homogeneous, isotropic, and linearly elastic medium resting on rigid base, as shown in Figure 1. In terms of elastodynamics, the equation of motion for the elastic layer can be expressed as(1)λs+μs∇∇⋅us+μs∇⋅∇us−ρsüs=0,where λs and μs are the two Lame constants of the layer and ρs represents the density of the layer. us is the displacement vector of the layer, and üs is its acceleration vector. ∇ denotes the gradient operator.Figure 1
An elastic layer under buried, arbitrary, distributed, and time-harmonic loads.From Figure1, the buried load source at z=s can be written as(2a)σzrsr,θ,s−,t−σzrsr,θ,s+,t=Pr,θ,tr,θ,s∈πs0r,θ,s∉πs,(2b)σzθsr,θ,s−,t−σzθsr,θ,s+,t=Qr,θ,tr,θ,s∈πs0r,θ,s∉πs,(2c)σzzsr,θ,s−,t−σzzsr,θ,s+,t=Rr,θ,tr,θ,s∈πs0r,θ,s∉πs,where P, Q, and R represent the stress distributions in directions r, θ, and z, respectively, σzrs, σzθs, and σzzs are stress components, and πs is the distribution area of applied loads.Here it is assumed that the surface of the layer is free-traction and its bottom is bonded on the base, i.e.,(3a)σzrsr,θ,0,t=σzθsr,θ,0,t=σzzsr,θ,0,t=0,(3b)usr,θ,L,t=vsr,θ,L,t=wsr,θ,L,t=0,and all displacements at z=s are continuous, where us, vs, and ws are displacement components.Since time-harmonic loads with the time termeiωt are considered in this paper, field variables can be written as(4)σzrsr,θ,z,t=σzrsr,θ,zeiωt,σzθsr,θ,z,t=σzθsr,θ,zeiωt,σzzsr,θ,z,t=σzzsr,θ,zeiωt,usr,θ,z,t=usr,θ,zeiωt,vsr,θ,z,t=vsr,θ,zeiωt,wsr,θ,z,t=wsr,θ,zeiωt.For brevity, the time termeiωt is suppressed in the following analyses. Therefore, equation (1) can be represented as(5)λs+μs∇∇⋅us+μs∇⋅∇us+ρsω2us=0.Important to our further development is the resolution of displacement field by three scalar potentials inspired by Pak [6], i.e.,(6)usr,θ,z=∇ϕsr,θ,z+∇×χsr,θ,zez+∇×ηsr,θ,zez,where ez is the unit vector along the z−direction of the cylindrical coordinate system.Then, the component form of equation (6) is further written as(7)us=∂ϕs∂r+∂χsr∂θ+∂2ηs∂r∂z,vs=∂ϕsr∂θ+∂2ηsr∂θ∂z−∂χs∂r,ws=∂ϕs∂z−∂2ηs∂r2+∂2ηsr2∂θ2+∂ηsr∂r.By the imposition of equation (6), the equations of motion in terms of potential functions can be obtained from equation (5) as(8)∇2ϕsr,θ,z+k12ϕsr,θ,z=0,∇2χsr,θ,z+k22χsr,θ,z=0,∇2ηsr,θ,z+k22ηsr,θ,z=0,where k12=ω2/Vd2 and k22=ω2/Vs2. Vd=λs+2μs/ρs denotes the speed of the dilatational wave, and Vs=μs/ρs is the speed of the shearing wave. ∇2=∂2/∂r2+∂/r∂r+∂2/r2∂θ2+∂2/∂z2 is the Laplacian operator.Next integral transformations are introduced to solve equation (8). First, by a Fourier expansion with respect to θ, these potential functions can be written as(9)ϕsr,θ,z=∑n=−∞+∞ϕsnr,zeinθ,χsr,θ,z=∑n=−∞+∞χsnr,zeinθ,ηsr,θ,z=∑n=−∞+∞ηsnr,zeinθ.The displacement components can be written as(10)usr,θ,z=∑n=−∞+∞usnr,zeinθ,vsr,θ,z=∑n=−∞+∞vsnr,zeinθ,wsr,θ,z=∑n=−∞+∞wsnr,zeinθ,and the source distributions in equations (2a)–(2c) can be written as(11)Pr,θ,z=∑n=−∞+∞Pnr,zeinθ,Qr,θ,z=∑n=−∞+∞Qnr,zeinθ,Rr,θ,z=∑n=−∞+∞Rnr,zeinθ.The equations for the Fourier series coefficients of the potentials can then be derived from the three wave equations (8), i.e.,(12)∂2∂r2+∂r∂r−n2r2+∂2∂z2ϕsnr,z+k12ϕsnr,z=0,∂2∂r2+∂r∂r−n2r2+∂2∂z2χsnr,z+k22χsnr,z=0,∂2∂r2+∂r∂r−n2r2+∂2∂z2ηsnr,z+k22ηsnr,z=0.Then, applying the Hankel transformation,(13)f˜nξ=∫0∞rfrJnξrdr,whose inverse transformation is(14)fr=∫0∞ξf˜nξJnξrdξ,to equation (12) yields(15)∂2∂z2ϕ˜snnξ,z−ξ2−k12ϕ˜snnξ,z=0,∂2∂z2χ˜snnξ,z−ξ2−k22χ˜snnξ,z=0,∂2∂z2η˜snnξ,z−ξ2−k22η˜snnξ,z=0.The general solutions of equation (15) can be easily found to be(16a)ϕ˜snnξ,z=AnIeαz+BnIe−αz,χ˜snnξ,z=CnIeβz+DnIe−βz,η˜snnξ,z=EnIeβz+FnIe−βz,in regionI,and(16b)ϕ˜snnξ,z=AnIIeαz+BnIIe−αz,χ˜snnξ,z=CnIIeβz+DnIIe−βz,η˜snnξ,z=EnIIeβz+FnIIe−βz,in regionII,where α=ξ2−k121/2, β=ξ2−k221/2, and AnI∼FnI, AnII∼FnII are unknown coefficients of integration which are determined by the interfacial and boundary conditions. The branch cut of the radicals α and β is specified such that Reα≥0 and Reβ≥0.Now, it is noted that the free surface and bottom conditions provide 6 equations (equation (3)); the stress discontinuity across the region interface provides 3 equations (equations (2a)–(2c)); and the continuity of soil displacements provides the other 3 equations.For further usage, the displacement-potential relationship in the cylindrical coordinate systems and integral transformation domains obtained by substituting equations (9), (10), and (13) into equation (7) are given below:(17)u˜snn+1ξ,z+iv˜snn+1ξ,z=−ξϕ˜snnξ,z+iξχ˜snnξ,z−ξ∂∂zη˜snnξ,z,u˜snn−1ξ,z+iv˜snn-1ξ,z=−ξϕ˜snnξ,z+iξχ˜snnξ,z+ξ∂∂zη˜snnξ,z,w˜snnξ,z=∂∂zϕ˜snnξ,z+ξ2η˜snnξ,z,and the stress-potential relationship derived by using Hook’s law and equations (7), (9), (10) and (13) can be expressed as(18)σ˜zznsnξ,z=2μs∂2∂z2ϕ˜snnξ,z−λsk12ϕ˜snnξ,z+2μsξ2∂∂zη˜snnξ,z,σ˜zrnsn+1ξ,z+iσ˜zθnsn+1ξ,z=−2μsξ∂∂zϕ˜snnξ,z+iμsξ∂∂zχ˜snnξ,z−μsξ∂2∂z2η˜snnξ,z+ξ2η˜snnξ,z,σ˜zrnsn−1ξ,z−iσ˜zθnsn−1ξ,z=2μsξ∂∂zϕ˜snnξ,z+iμsξ∂∂zχ˜snnξ,z+μsξ∂2∂z2η˜snnξ,z+ξ2η˜snnξ,z.After the determination of the unknown coefficients by the set of boundary condition equations, one can obtain the solutions of field variables in forms(19)u˜snn+1ξ,z+iv˜snn+1ξ,z=γ1Xn−Yn2μs+γ2Yn+Xn2μs−γ3Znλs+2μs,u˜snn−1ξ,z−iv˜snn−1ξ,z=−γ1Xn−Yn2μs+γ2Yn+Xn2μs+γ3Znλs+2μs,w˜snnξ,z=−γ4Xn−Yn2μs+γ5Znλs+2μs,and(20)σ˜zznsnξ,z=−γ6Xn+Yn2μs+γ7Znλs+2μs,σ˜zrnsn+1ξ,z+iσ˜zθnsn+1ξ,z=γ8Xn−Yn2+γ9Yn+Xn2−γ10Znλs+2μs,σ˜zrnsn−1ξ,z−iσ˜zθnsn−1ξ,z=−γ8Xn−Yn2γ9Yn+Xn2+Znλs+2μs,where(21)γi=γi−z<sγi+z>s,i=1∼10,and the coefficients γi−, γi+, Xn, Yn, and Zn are provided in Appendix.By applying the inverse Hankel transformation to the solutions in equations (19) and (20) and then inserting the inverted Fourier components into the Fourier series expansion in equations (9)–(11), the time-harmonic response of the layer to the general buried loads is formally developed below.(22a)usr,θ,z,t=14μseiωt∑n=−∞+∞einθ∫0∞ξγ1Xn−YnJn+1ξr−Jn−1ξrdξ+14μseiωt∑n=−∞+∞einθ∫0∞ξγ2Yn+XnJn+1ξr+Jn−1ξrdξ−12λs+2μseiωt∑n=−∞+∞einθ∫0∞ξγ3ZnJn+1ξr−Jn−1ξrdξ,(22b)vsr,θ,z,t=14iμseiωt∑n=−∞+∞einθ∫0∞ξγ1Xn−YnJn+1ξr+Jn−1ξrdξ+14iμseiωt∑n=−∞+∞einθ∫0∞ξγ2Yn+XnJn+1ξr−Jn−1ξrdξ−12iλs+2μseiωt∑n=−∞+∞einθ∫0∞ξγ3ZnJn+1ξr+Jn−1ξrdξ,(22c)wsr,θ,z,t=−12μseiωt∑n=−∞+∞einθ∫0∞ξγ4Xn−YnJnξrdξ+1λs+2μseiωt∑n=−∞+∞einθ∫0∞ξγ5ZnJnξrdξ,(22d)σzrsr,θ,z,t=−14eiωt∑n=−∞+∞einθ∫0∞ξγ8Xn−YnJn−1ξr−Jn+1ξrdξ+14eiωt∑n=−∞+∞einθ∫0∞ξγ9Yn+XnJn−1ξr+Jn+1ξrdξ+12λs+2μseiωt∑n=−∞+∞einθ∫0∞ξγ10ZnJn−1ξr−Jn+1ξrdξ,(22e)σzθsr,θ,z,t=14ieiωt∑n=−∞+∞einθ∫0∞ξγ8Xn−YnJn+1ξr+Jn−1ξrdξ+14ieiωt∑n=−∞+∞einθ∫0∞ξγ9Yn+XnJn+1ξr−Jn−1ξrdξ−12iλs+2μseiωt∑n=−∞+∞einθ∫0∞ξγ10ZnJn+1ξr+Jn−1ξrdξ,(22f)σzzsr,θ,z,t=−12μseiωt∑n=−∞+∞einθ∫0∞ξγ6Xn−YnJnξrdξ+1λs+2μseiωt∑n=−∞+∞einθ∫0∞ξγ7ZnJnξrdξ.


## 3. Green’s Functions of the Elastic Layer under Specific Loads

In this section, two kinds of special loads are considered to introduce the application of the obtained equations (22a)–(22f).


### 3.1. Buried Vertical Uniformly Distributed Circular Patch Load

Such a load can be expressed as(23)Rr,θ=R0r=1πr02,r<r0,0,r≥r0,and Rnr=0 for n≠0, and Pnr=0, Qnr=0 for all n.Combining equations (23) and (22a)–(22f), one obtains(24a)usr,θ,z=−1λs+2μsπr0∫0∞γ3ξ,z;sJ1ξr0J1ξrdξ,(24b)vsr,θ,z=0,(24c)wsr,θ,z=1λs+2μsπr0∫0∞γ5ξ,z,sJ1ξr0J0ξrdξ,(24d)σzrsr,θ,z=−1λs+2μsπr0∫0∞γ10ξ,z;sJ1ξr0J1ξrdξ,(24e)σzθsr,θ,z=0,(24f)σzzsr,θ,z=1λs+2μsπr0∫0∞γ7ξ,z,sJ1ξr0J0ξrdξ.


### 3.2. Buried Horizontal Uniformly Distributed Circular Patch Load

Such a load can be written as(25a)Pr,θ=1πr02cosθ,r<r0,0,r≥r0,(25b)Qr,θ=−1πr02sinθ,r<r0,0,r≥r0,such that(26a)P1r=P−1r=12πr02,and Pnr=0 for n≠±1.(26b)Q1r=−Q−1r=i12πr02,and Qnr=0 for n≠±1, and Rnr=0 for all n.Combining equations (26a) and (26b) and (22a)–(22f), one gets(27a)usr,θ,z=cosθ2μsπr0−∫0∞γ1ξ,z;sJ1ξr0J0ξr−J2ξrdξ+∫0∞γ2ξ,z;sJ1ξr0J0ξr+J2ξrdξ,(27b)vsr,θ,z=−sinθ2μsπr0−∫0∞γ1ξ,z;sJ1ξr0J0ξr+J2ξrdξ+∫0∞γ2ξ,z;sJ1ξr0J0ξr−J2ξrdξ,(27c)wsr,θ,z=−cosθμsπr0∫0∞γ4ξ,z,sJ1ξr0J1ξrdξ,(27d)σzrsr,θ,z=cosθ2πr0−∫0∞γ8ξ,z;sJ1ξr0J0ξr−J2ξrdξ+∫0∞γ9ξ,z;sJ1ξr0J0ξr+J2ξrdξ,(27e)σzθsr,θ,z=sinθ2πr0−∫0∞γ8ξ,z;sJ1ξr0J0ξr−J2ξrdξ+∫0∞γ9ξ,z;sJ1ξr0J0ξr+J2ξrdξ,(27f)σzzsr,θ,z=−cosθμsπr0∫0∞γ6ξ,z,sJ1ξr0J1ξrdξ.In a similar way, Green’s functions of the elastic layer to point loads or ring loads can also be obtained from equations (22a)–(22f).


## 3.1. Buried Vertical Uniformly Distributed Circular Patch Load

Such a load can be expressed as(23)Rr,θ=R0r=1πr02,r<r0,0,r≥r0,and Rnr=0 for n≠0, and Pnr=0, Qnr=0 for all n.Combining equations (23) and (22a)–(22f), one obtains(24a)usr,θ,z=−1λs+2μsπr0∫0∞γ3ξ,z;sJ1ξr0J1ξrdξ,(24b)vsr,θ,z=0,(24c)wsr,θ,z=1λs+2μsπr0∫0∞γ5ξ,z,sJ1ξr0J0ξrdξ,(24d)σzrsr,θ,z=−1λs+2μsπr0∫0∞γ10ξ,z;sJ1ξr0J1ξrdξ,(24e)σzθsr,θ,z=0,(24f)σzzsr,θ,z=1λs+2μsπr0∫0∞γ7ξ,z,sJ1ξr0J0ξrdξ.


## 3.2. Buried Horizontal Uniformly Distributed Circular Patch Load

Such a load can be written as(25a)Pr,θ=1πr02cosθ,r<r0,0,r≥r0,(25b)Qr,θ=−1πr02sinθ,r<r0,0,r≥r0,such that(26a)P1r=P−1r=12πr02,and Pnr=0 for n≠±1.(26b)Q1r=−Q−1r=i12πr02,and Qnr=0 for n≠±1, and Rnr=0 for all n.Combining equations (26a) and (26b) and (22a)–(22f), one gets(27a)usr,θ,z=cosθ2μsπr0−∫0∞γ1ξ,z;sJ1ξr0J0ξr−J2ξrdξ+∫0∞γ2ξ,z;sJ1ξr0J0ξr+J2ξrdξ,(27b)vsr,θ,z=−sinθ2μsπr0−∫0∞γ1ξ,z;sJ1ξr0J0ξr+J2ξrdξ+∫0∞γ2ξ,z;sJ1ξr0J0ξr−J2ξrdξ,(27c)wsr,θ,z=−cosθμsπr0∫0∞γ4ξ,z,sJ1ξr0J1ξrdξ,(27d)σzrsr,θ,z=cosθ2πr0−∫0∞γ8ξ,z;sJ1ξr0J0ξr−J2ξrdξ+∫0∞γ9ξ,z;sJ1ξr0J0ξr+J2ξrdξ,(27e)σzθsr,θ,z=sinθ2πr0−∫0∞γ8ξ,z;sJ1ξr0J0ξr−J2ξrdξ+∫0∞γ9ξ,z;sJ1ξr0J0ξr+J2ξrdξ,(27f)σzzsr,θ,z=−cosθμsπr0∫0∞γ6ξ,z,sJ1ξr0J1ξrdξ.In a similar way, Green’s functions of the elastic layer to point loads or ring loads can also be obtained from equations (22a)–(22f).


## 4. Reduction of the Solutions and Numerical Examples

When the layer thickness tends to infinity, it is natural to expect that the present problem should be reduced to a half-space case. Thus, by settingL⟶∞, one can derive from equation (19)(28)u˜snn+1ξ,z+iv˜snn+1ξ,z=−γ¯1Xn−Yn2μs+γ¯2Yn+Xn2μs−γ¯3Znλs+2μs,u˜snn−1ξ,z−iv˜snn−1ξ,z=γ¯1Xn−Yn2μs+γ¯2Yn+Xn2μs+γ¯3Znλs+2μs,w˜snnξ,z=γ¯4Xn−Yn2μs+γ¯5Znλs+2μs,where(29)γ¯1=ξ22αk22e−αz−s−β2k22e−βz−s−12k22a1a2ξ2αe−αs+z+βe−βs+z+2μs2ξ2−k22βξ2a2k22e−αs−βz+e−βs−αz,γ¯2=12βe−βz−s+e−βs+z,γ¯3=sgnz,sξ2k12e−αz−s−e−βz−s+ξ2k12a1a2e−αs+z+e−βs+z−2μs2ξ2−k22ξa2k12αβe−αs−βz+ξ2e−βs−αz,γ¯4=−sgnz,sξ2k22e−αz−s−e−βz−s+ξ2k22a1a2e−αs+z+e−βs+z−2μs2ξ2−k22ξa2k22ξ2e−αs−βz+αβe−βs−αz,γ¯5=−α2k12e−αz−s+ξ22βk12e−βz−s−12k12a1a2αe−αs+z+ξ2βe−βs+z+2μs2ξ2−k22αξ2a2k12e−αs−βz+e−βs−αz,and(30)a1=μs2ξ2−k222+4ξ2αβ,a2=μs2ξ2−k222−4ξ2αβ,k12=ρsω2λs+2μs,k22=ρsω2μs,sgnz,s=−1,z<s,1,z>s.It is easy to show that the reduced results are identical to the classical half-space solution from Pooladi et al. [34], which can also be graphically confirmed by the excellent agreement between the reduced results and the half-space results as shown in Figure 2. Note that in the following computation analyses, the numerical quadrature method suggested by Pooladi et al. [34] is used to evaluate the present solution. Unless otherwise stated, the material parameters λs=μs=10MPa and ρs=2500kg⋅m−3, the load radius r0=1m, and the observation point coordinates r=0, θ=0 are employed in the whole numerical examples.Figure 2
Lateral displacementus induced by unit lateral load on πs (ω¯=ωr0/μs/ρs=0.5): (a) s=0; (b) s=20r0.
(a)(b)Also, as depicted in Figure3(a), an axisymmetric finite element model for buried vertical load case with ADINA is established to verify the present solution. In this model, the above material parameters are used; for dynamic case, the dimensionless excitation frequency ω¯=ωr0ρs/μs=0.5; 9-node rectangle element is employed; the model length of 50 m has been able to eliminate the boundary effect. It should be noted that due to the software display setting for two-dimensional problems, the coordinate system of the axisymmetric FEM model is shown as the Cartesian coordinate system. The coordinate systems in the present paper and the FEM model are equivalent. It is observed from Figure 3(b) that these solutions agree well, and the present solution is thus validated.Figure 3
Comparisons of the present solution with the corresponding FEM solution: (a) axisymmetric finite element model by ADINA; (b) modulus of vertical displacement along with depth.
(a)(b)Figures4 and 5 show the displacement and stress distributions of the layer along the z axis under vertical loads. From Figure 4, sharp corners are observed at the load plane z=s, and the displacements vanish at the soil bottom; these results are consistent with the boundary conditions (2c) and (3b). From Figure 5, the stress vanishes at the soil surface z=0, and the stress discontinuity is 1/π at the load plane z=s; these results are consistent with the boundary conditions (3a) and (2c). With the increase of the excitation frequency, the fluctuation of the dynamic response of the layer increases. Similar behaviors can also be observed in Figures 6 and 7 that represent lateral displacement and stress distributions of the layer along the z axis under lateral loads.Figure 4
Vertical displacementws induced by unit vertical load on πs: (a) real part of vertical displacement; (b) imaginary part of vertical displacement.
(a)(b)Figure 5
Vertical stressσzzs induced by unit vertical load on πs: (a) real part of vertical stress; (b) imaginary part of vertical stress.
(a)(b)Figure 6
Lateral displacementus induced by unit lateral load on πs: (a) real part of lateral displacement; (b) imaginary part of lateral displacement.
(a)(b)Figure 7
Lateral stressσzrs induced by unit lateral load on πs: (a) real part of lateral stress; (b) imaginary part of lateral stress.
(a)(b)The effects of the layer thickness on the vertical displacements induced by vertical loads are shown in Figures8 and 9. Obviously, the layer thickness has significant and complicated effects on the displacements. When its thickness tends to infinity, the displacements converge to the half-space results. This is because the waves are reflected by the rigid base and then disturb the behavior of the layer. When the layer is very thick, which means the base is located far away, fewer waves are reflected and have smaller amplitude due to attenuation, such that in this case the reflected components have negligible effects on the layer. This also confirms that when the layer is thick enough (e.g., the ratio of the layer thickness beneath the load to the load radius ≥50), it can be modeled as half-spaces for simplification. Similar conclusions can also be drawn from Figures 10 and 11, which represent the lateral displacements induced by lateral loads.Figure 8
Vertical displacementws induced by unit vertical load on πs (s=2r0, ω¯=1.5): (a) real part of vertical displacement; (b) imaginary part of vertical displacement.
(a)(b)Figure 9
Vertical displacementws at the surface z=0 induced by unit vertical load on πs (s=2r0, ω¯=0.5): (a) real part of vertical displacement; (b) imaginary part of vertical displacement.
(a)(b)Figure 10
Lateral displacementus induced by unit lateral load on πs (s=2r0, ω¯=1.5): (a) real part of lateral displacement; (b) imaginary part of lateral displacement.
(a)(b)Figure 11
Lateral displacementus at the surface z=0 induced by unit lateral load on πs (s=2r0, ω¯=0.5): (a) real part of lateral displacement; (b) imaginary part of lateral displacement.
(a)(b)


## 5. Conclusions

In this paper, three-dimensional general solutions of an elastic layer resting on rigid base to arbitrary, distributed, and buried loads are presented by a method of displacement potentials and integral transforms. As illustrations, results for vertical and horizontal loads of uniform circular distributions are also included. The solution is demonstrated with numerical examples and the effects of the layer thickness are examined as well. Compared with the classical results of half-spaces or surface load problems, the present solution can be used to deal with a variety of axisymmetric and asymmetric wave propagation problems in finite-layered media.Also, it is worth noting that from the previous analysis, the generalized solutions presented in this work cover many classical results, such as half-space solutions and surface load solutions, and may have a wide range of application. By using the present solutions, other Green’s functions corresponding to ring loads and point loads can be easily derived, which are of fundamental importance to analyze the problems associated with soil-structure interactions by the method of boundary integral equations.



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