# Analysis of One-Dimensional Consolidation for Unsaturated Soils under Piecewise Cyclic Loading

Authors: Yuanchun Huang; Sidong Shen; Lei Wang; Tianyi Li; Xianlei Fu
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

This paper studies the one-dimensional (1D) consolidation behavior for unsaturated stratum subjected to piecewise cyclic loading. Combined with the widely accepted consolidation theory of unsaturated soils, a semianalytical method was employed to investigate the consolidation of unsaturated foundation considering piecewise cyclic loading in the Laplace domain. Furthermore, the reduced solutions were produced to perform the verification work accompanied by the results in the existing literature. Finally, a case study was conducted to explore the consolidation characteristics under piecewise cyclic loading (i.e., triangular and trapezoidal cyclic loadings). Parametric studies were carried out by variations of excess pore pressures and settlement against the ratio of air-water permeability coefficients, depth, and loading parameters. The research proposed in this paper can provide theoretical basis for the ground treatment of unsaturated soils, especially for rationally accelerating consolidation or avoiding sudden settlement.


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## Body

## 1. Introduction

Traditional researches upon the soil foundations are mainly based on saturated soil mechanics, and comprehensive conclusions have been made to guide practical engineering [1]. However, the soils are always unsaturated in natural stratum [2], in which the air and water phases are widely included. Different from that, in saturated soils, the consolidation problem of soils under the unsaturated condition is much more complex to solve, because of the coexistence of air and water phases [3]. Thus, the saturated soil mechanics cannot be applied to study the consolidation of unsaturated ground, or unaccepted errors will occur. Moreover, cyclic loading is often endured by some foundations of buildings or structures (i.e., highways, storage tanks or storage yards, etc.). For example, triangular cyclic loading can represent repetitive process of loading and unloading. In fact, relative research has been conducted in the field of saturated soils with piecewise cyclic loading. For instance, by taking piecewise cyclic loading into consideration, Liang et al. [4] studied the 1D consolidation of saturated foundation under the semipermeable boundary conditions. However, there is not a systematic research framework upon the consolidation of unsaturated soils under piecewise cyclic loading. Therefore, it is of great significance to explore the effects of piecewise cyclic loading on the 1D consolidation of unsaturated soil, since unsaturated soil is widely distributed all over the world.So far, the consolidation theory of unsaturated soils has been studied by peer scholars. By considering the existence of occluded bubbles, Biot [5] first raised a general consolidation theory of soils under the partially saturated condition. By adopting Darcy’s law, Barden [6] proposed a 1D consolidation analysis of compacted unsaturated clay. Lioret and Alonso [7] developed a general model for the consolidation of unsaturated soils and reduced the restrictive assumptions. Dakshanamurthy et al. [8] extended the consolidation theory of unsaturated soils to three-dimensional conditions. Loret and Khalili [9] applied the mixture theory to three-phase media and put forward a determined three-dimensional model of the constitutive relation relationship of unsaturated soils. Specifically, on basis of the theory of two stress variables of unsaturated soils proposed by Fredlund and Morgenstern [10], Fredlund [10] and Fredlund and Hasan [11] proposed a systematic consolidation theory of unsaturated soils. Wang et al. [12] developed permeameter function for measurement of coefficient of permeability of unsaturated sandy specimens. Zhang et al. [13] simulated the moisture migration of unsaturated clay embankments in southern China considering stress state by a numerical method.Current solutions for analyzing the consolidation of unsaturated foundations are mostly based on the research framework by Fredlund and his coworkers. The authors of [14–17] and Li et al. [18] studied the 1D consolidation behaviors of unsaturated stratum by analytical and semianalytical solutions considering various boundary conditions and external loadings. Zhou and Zhao [19] studied 1D consolidation problem of unsaturated foundation under different initial conditions and time-varying loading by a simplified analytical method. Ho et al. [20] obtained analytical solutions for 1D consolidation of unsaturated soils under step loading by adopting the eigenfunction expansion method. The authors of [21–23] investigated a series of semianalytical solutions for 1D consolidation of unsaturated soils with semipermeable drainage boundary and exponentially time-growing drainage boundary. Zhao et al. [24] investigated the 1D consolidation characteristics of unsaturated foundation considering the semipermeable boundary condition with explicit solutions. By taking the lateral and vertical drainage, Huang et al. [25] presented the general analytical solutions of tow-dimensional consolidation of unsaturated soils. Li et al. [26] and Huang et al. [3, 25] analyzed the axisymmetric consolidation of unsaturated foundation with an analytical method. In summary, a lot of studies on the consolidation of unsaturated soil have been conducted with the continuous loading (i.e., instantaneous, exponential, ramp, and sinusoidal loading). However, the more practical piecewise cyclic loadings are rarely considered in the investigation of the consolidation behavior in unsaturated soils.This paper aims to derive semianalytical solutions to analyze the consolidation of unsaturated foundation under piecewise cyclic loading (namely, triangular and trapezoidal cyclic loadings). In the main derivative process, the Laplace transform method [27] is applied to transfer the loading functions into continuous expressions in the Laplace domain. The verification work is carried out by comparing the results of this paper and those in the existing literature. Finally, the 1D consolidation characteristics of unsaturated soils under piecewise cyclic loading are investigated against ratio ka/kw, depth z and loading parameters.


## 2. Mathematical Modeling

According to the dissipation of air and water in unsaturated soils, the calculation modeling of the 1D consolidation is shown in Figure1. In this model, the soil layer is considered as an infinitely horizontal layer with thickness h under the external loading q(t) varying with time. ka and kw are the permeability coefficients of air and water phases in the soil layer, respectively. z is the vertical coordinate.Figure 1
The calculation model of 1D consolidation for unsaturated soils.


### 2.1. Basic Assumptions

The following basic assumptions are adopted in this paper [20, 25, 27]:(1)
The flow of air and water phases are independent and continuous(2)
Solid particles and water phase are incompressible(3)
The dissipation of excess pore pressures and the deformation of soil occur only in the vertical direction(4)
The permeability coefficients kept constant in the consolidation process


### 2.2. Governing Equations

According to the widely accepted consolidation theory of unsaturated soils [11], governing equations are listed as follows:(1)∂uw∂t=−Cw∂ua∂t−Cvw∂2uw∂z2+Cσw∂q∂t,(2)∂ua∂t=−Ca∂uw∂t−Cva∂2ua∂z2+Cσa∂q∂t,where t is time and the intermediate coefficients in equations (1) and (2) are defined as(3a)Cw=m1kw−m2wm2w,(3b)Cvw=kwγwm2w,(3c)Cσw=m1kwm2w,(3d)Ca=m2am1ka−m2a−uatmn01−Sr0/u¯a02,(3e)Cva=kaRTemgu¯a0Mm1ka−m2a−uatmn01−Sr0/u¯a02,(3f)Cσa=m1kam1ka−m2a−uatmn01−Sr0/u¯a02,where Ca and Cw are interactive constants of air and water phases, respectively; Cva and Cσa are coefficients of volume and vertical stress variations of air phase, respectively; Cvw and Cσw are coefficients of volume and vertical stress variations of water phase, respectively; q is the total vertical stress; ua and uw denote the excess pore air and water pressures; m1ks, m1kw and m1ka are the coefficients of soil skeleton volume, water volume, and air volume regarding the change of (q − ua), respectively; m2s, m2w and m2a are the coefficients of soil skeleton volume, water volume, and air volume change with respect to (ua − uw), respectively; γw is the unit weight of water; ka is the air permeability; kw is the permeability coefficient of water phase; M is the molecular mass of air; R is the universal gas constant; Tem is the absolute temperature; n0 is the initial porosity; Sr0 is the initial degree of saturation; and uatm is the atmospheric pressure.


#### 2.2.1. Initial Conditions

(4)uaz,0=ua0,uwz,0=uw0,where ua0 and uw0 are initial excess pore air and water pressures.


#### 2.2.2. Boundary Conditions

The top and bottom surfaces are assumed to be completely permeable and impermeable to air and water phases, respectively, and details are listed as follows [14, 28]:Top boundary:(5)ua0,t=0,(6)uw0,t=0.Bottom boundary:(7)∂uah,t∂z=0,(8)∂uwh,t∂z=0.


### 2.3. Applied Loading

The schematic diagram of triangular cyclic loading is expressed in equations (9a) and (9b) and illustrated in Figure 2, respectively:Triangular cyclic loading:(9a)qt=q0+at,0<t<T,qmax−at−T,T<t<2T,(9b)qt+2nT=qt,wheren = 1, 2, 3, …, q0 and qmax are the initial and the maximum loading, a is the loading rate of triangular cyclic loading, and 2T represents the time of one cyclic change of the loading.Trapezoidal cyclic loading:The schematic diagram of trapezoidal cyclic loading is shown in Figure3, and the expression of trapezoidal cyclic loading is as follows:(10a)qt=q0+bt,0<t<T,qmax,T<t<3T,qmax−bt−3T,3T<t<4T,(10b)qt+4nT=qt.whereb denotes the loading rate of trapezoidal cyclic loading.Figure 2
Schematic diagram of triangular cyclic loading.Figure 3
Schematic diagram of trapezoidal cyclic loading.


## 2.1. Basic Assumptions

The following basic assumptions are adopted in this paper [20, 25, 27]:(1)
The flow of air and water phases are independent and continuous(2)
Solid particles and water phase are incompressible(3)
The dissipation of excess pore pressures and the deformation of soil occur only in the vertical direction(4)
The permeability coefficients kept constant in the consolidation process


## 2.2. Governing Equations

According to the widely accepted consolidation theory of unsaturated soils [11], governing equations are listed as follows:(1)∂uw∂t=−Cw∂ua∂t−Cvw∂2uw∂z2+Cσw∂q∂t,(2)∂ua∂t=−Ca∂uw∂t−Cva∂2ua∂z2+Cσa∂q∂t,where t is time and the intermediate coefficients in equations (1) and (2) are defined as(3a)Cw=m1kw−m2wm2w,(3b)Cvw=kwγwm2w,(3c)Cσw=m1kwm2w,(3d)Ca=m2am1ka−m2a−uatmn01−Sr0/u¯a02,(3e)Cva=kaRTemgu¯a0Mm1ka−m2a−uatmn01−Sr0/u¯a02,(3f)Cσa=m1kam1ka−m2a−uatmn01−Sr0/u¯a02,where Ca and Cw are interactive constants of air and water phases, respectively; Cva and Cσa are coefficients of volume and vertical stress variations of air phase, respectively; Cvw and Cσw are coefficients of volume and vertical stress variations of water phase, respectively; q is the total vertical stress; ua and uw denote the excess pore air and water pressures; m1ks, m1kw and m1ka are the coefficients of soil skeleton volume, water volume, and air volume regarding the change of (q − ua), respectively; m2s, m2w and m2a are the coefficients of soil skeleton volume, water volume, and air volume change with respect to (ua − uw), respectively; γw is the unit weight of water; ka is the air permeability; kw is the permeability coefficient of water phase; M is the molecular mass of air; R is the universal gas constant; Tem is the absolute temperature; n0 is the initial porosity; Sr0 is the initial degree of saturation; and uatm is the atmospheric pressure.


### 2.2.1. Initial Conditions

(4)uaz,0=ua0,uwz,0=uw0,where ua0 and uw0 are initial excess pore air and water pressures.


### 2.2.2. Boundary Conditions

The top and bottom surfaces are assumed to be completely permeable and impermeable to air and water phases, respectively, and details are listed as follows [14, 28]:Top boundary:(5)ua0,t=0,(6)uw0,t=0.Bottom boundary:(7)∂uah,t∂z=0,(8)∂uwh,t∂z=0.


## 2.2.1. Initial Conditions

(4)uaz,0=ua0,uwz,0=uw0,where ua0 and uw0 are initial excess pore air and water pressures.


## 2.2.2. Boundary Conditions

The top and bottom surfaces are assumed to be completely permeable and impermeable to air and water phases, respectively, and details are listed as follows [14, 28]:Top boundary:(5)ua0,t=0,(6)uw0,t=0.Bottom boundary:(7)∂uah,t∂z=0,(8)∂uwh,t∂z=0.


## 2.3. Applied Loading

The schematic diagram of triangular cyclic loading is expressed in equations (9a) and (9b) and illustrated in Figure 2, respectively:Triangular cyclic loading:(9a)qt=q0+at,0<t<T,qmax−at−T,T<t<2T,(9b)qt+2nT=qt,wheren = 1, 2, 3, …, q0 and qmax are the initial and the maximum loading, a is the loading rate of triangular cyclic loading, and 2T represents the time of one cyclic change of the loading.Trapezoidal cyclic loading:The schematic diagram of trapezoidal cyclic loading is shown in Figure3, and the expression of trapezoidal cyclic loading is as follows:(10a)qt=q0+bt,0<t<T,qmax,T<t<3T,qmax−bt−3T,3T<t<4T,(10b)qt+4nT=qt.whereb denotes the loading rate of trapezoidal cyclic loading.Figure 2
Schematic diagram of triangular cyclic loading.Figure 3
Schematic diagram of trapezoidal cyclic loading.


## 3. Derivation of Semianalytical Solutions

Performing the Laplace transform on equations (1) and (2) gives(11)u˜az,s=−CvwsCw∂2u˜wz,s∂z2−1Cwu˜wz,s+uw0+Cwua0sCw+CσwsCwQs,where Qs is the result of Laplace transform of ∂q/∂t upon time t.Substituting equation (11) into equation (2) gives(12)a1∂4u˜wz,s∂z4+a2∂2u˜wz,s∂z2+a3u˜wz,s−a4=0,where(13)a1=CvaCvwsCw,a2=Cva+CvwCw,a3=s1−CaCwCw,a4=1−CaCwuw0Cw+Cσw−CwCσaCwQs.According to the general solution of the fourth-order differential equation (12), we have(14)u˜wz,s=C1eξz+C2e−ξz+D1eηz+D2e−ηz−a4a3,where ξ=−a2−a22−4a1a3/2a1, η=−a2+a22−4a1a3/2a1, and C1, C2, D1, and D2 are arbitrary functions of s, to be determined by the boundary conditions.Conducting the first-order derivative of equation (14) on z, we have(15)∂u˜wz,s∂z=C1ξeξz−C2ξe−ξz+D1ηeηz−D2ηe−ηz.By taking the second-order derivative uponz, equation (14) can be rearranged as(16)∂2u˜wz,s∂z2=C1ξ2eξz+C2ξ2e−ξz+D1η2eηz+D2η2e−ηz.Combining equations (11), (15), and (16) gives(17)u˜az,s=C1a5eξz+C2a5e−ξz+D1a6eηz+D2a6e−ηz+a7.where(18)a5=−Cvwξ2sCw−1Cw,a6=−Cvwη2sCw−1Cw,a7=ua0s+a4a3Cw+uw0sCw+CσwQssCw.Performing the first derivative of equation (17) of z gives(19)∂u˜az,s∂z=C1a5ξeξz−C2a5ξe−ξz+D1a6ηeηz−D2a6ηe−ηz.Substitute equations (14), (15), (17), and (19) into equations (5)–(8) and solve a set of equations of C1, C2, D1, and D2. Then, substituting the expressions of C1, C2, D1, and D2 into equations (14) and (17) has(20)u˜az,s=−a4a6−a3a7a5sinhξh−za3a5−a61+e2ξhcoshξh+a4a5+a3a7a6sinhηh−za3a5−a61+e2ηhcoshηh+a7,(21)u˜wz,s=−a4a6−a3a7sinhξh−za3a5−a61+e2ξhcoshξh+a4a5+a3a7sinhηh−za3a5−a61+e2ηhcoshηh−a4a3.By applying the Laplace transform, equations (9a)–(10b) can be rearranged as follows:Triangular cyclic loading:(22)Qs=qmaxsTtanhsT2−q0.Trapezoidal cyclic loading:(23)Qs=2qmaxsTcotsT/2+coth3sT/2−q0.After substituting equations (22) and (23) into intermediate variables a4 and a7, the semianalytical solutions for excess pore pressures subjected to different piecewise cyclic loading in Laplace domain can be obtained.Based on the constitutive modeling of unsaturated soil, we have(24)∂εv∂t=m1ks∂σ−ua∂t+m2s∂ua−uw∂t,wherem1ks=m1ka+m1kw, m2s=m2a+m2w.Combining equation (24) into the equation of settlement for unsaturated soils produces(25)w˜s=m2s−m1ks∫0hu˜adz−m2s∫0hu˜wdz+hsm1ks−m2sua0+m2suw0+m1ksQs.Equations (20), (21), and (25) are the final semianalytical solutions for excess pore pressures and settlement of 1D consolidation of unsaturated foundation in the Laplace domain.


## 4. Verification and Example

In this part, the obtained solutions are firstly proofed reliable, and a case study is presented to evaluate the consolidation characteristics of the 1D unsaturated foundation under various cyclic loadings. It is assumed that the unsaturated stratum is infinite along the horizontal direction, and the necessary values of parameters are adopted from those in Qin et al. [16] and Wang et al. [21]: h=8m, n=50%, Sr0=80%, m1ks=−2.5×10−4kPa−1, m2s=0.4m1ks, m1kw=0.2m1ks, m2w=4m1ks, kw=10−10m/s, γw=9.807kN/m3, g=9.807m/s2, and. uatm=101.3kPa.


### 4.1. Verification

The validation work is conducted with an instantaneous loading (q = 100 kPa) acting uniformly on the foundation surface, producing the initial excess pore pressures ua0=20kPa and uw0=40kPa [11]. Afterwards, the current solutions (CS) in this paper are compared with the existing solutions (ES) in literature [16].The comparison results of the proposed solutions and those in Qin et al. [16] are shown in Figure 4. It can be observed that the obtained results in this paper agree well with those in the existing literature; thus, it can be concluded that the current solutions are reliable.Figure 4
The comparison results upon normalized settlement of current and existing solutions.


### 4.2. Example and Analysis

An example is applied to investigate the consolidation patterns of the unsaturated soils against the ratios ofka/kw, the depth z and the loading parameters under different piecewise cyclic loadings. In the discussion section, the ratio ka/kw keeps constant (i.e., ka/kw = 1), and the effects of different ka/kw and loading parameters on consolidation are investigated at z = 6 m. The initial loading is q0 = 100 kPa, and the time for a cyclic change is T = 40 days, when the influences of different depths and ratio ka/kw are taken into consideration.Figures5 and 6 show the dissipation of excess pore-air pressure under piecewise cyclic loading (i.e., triangular and trapezoidal cyclic loadings) with different loading parameters, and the figures are partially enlarged to demonstrate the details of the curves. It can be analyzed that the dissipation curves do not significantly change with loading parameters, and excess pore-air pressure dissipates almost along the same path in the latter stage. Excess pore-air pressure is positively correlated with cyclic loading, and the pressure reaches the maximum when the loading increases to the peak value. Moreover, the smaller the loading parameter is, the earlier the curves oscillate. The shapes and periods of the dissipation curves are consistent with those of the piecewise cyclic loading.Figure 5
Dissipation of excess pore-air pressure under triangular cyclic loading againsta.Figure 6
Dissipation of excess pore-air pressure under trapezoidal cyclic loading againstb.Figures7 and 8 show the dissipation of excess pore-water pressures under piecewise cyclic loading against different loading parameters. Similarly, the shapes and periods of the dissipation curves are consistent with those of the piecewise cyclic loading. Excess pore-water pressure is positively correlated with cyclic loading. From Figures 7 and 8, the dissipation curve shows nonlinear increase with the linear increase of loading. The smaller the loading period is, the earlier the cyclical change occurs, the faster the excess pore-water pressure increases, and the larger the values of the maximum and the minimum are. As the water in the unsaturated soils drains, the maximum values of the excess pore-water pressure start to decrease after 107 s.Figure 7
Variation of excess pore-water pressure under triangular cyclic loading againsta.Figure 8
Variation of excess pore-water pressure under trapezoidal cyclic loading againstb.Figures9 and 10 show the settlement curves under piecewise cyclic loading against different loading parameters. Overall, the curves of settlement show obvious periodicity under the cyclic loading. The curves of settlement subjected to triangular and trapezoidal cyclic loading show nonlinear increase with the linear increase of loading in the early stage. As the settlement gradually increases under external loading, the maximum value of the settlement also increases, while settlement tends to be stable in the latter stage. The smaller the loading period is, the earlier the settlement stabilizes, and the faster the curve changes. Amplitudes of the settlement curves under various loading parameters are almost the same.Figure 9
Variation of settlement with time under triangular cyclic adopting againsta.Figure 10
Variation of settlement with time under triangular cyclic adopting againstb.Variations of excess pore-air pressure under piecewise cyclic loading by adopting different ratioska/kw are demonstrated in Figures 11 and 12. The figures are partially enlarged to show the curves over a period of 107 to 108 s. In general, the ratio ka/kw has great influence on the dissipation of excess pore-air pressure, and larger air permeability (or ka/kw) means faster dissipation rate of the excess pore-air pressure and earlier occurrence of dissipation.Figure 11
Dissipation of excess pore-air pressure under triangular cyclic with differentka/kw.Figure 12
Dissipation of excess pore-air pressure under trapezoidal cyclic loading with differentka/kw.Dissipation curves of excess pore-water pressures under different piecewise cyclic loading against different values ofka/kw are shown in Figures 13 and 14. It can be observed that ka/kw has little impact on the variation of excess pore-water pressure, because kw remains constant. In terms of the dissipation curves of excess pore-water pressure subjected to triangular and trapezoidal cyclic loading, the dissipation curve shows nonlinear increase at the beginning as the loading increases. The dissipation curves also show the same periodicity with the cyclic loading, and excess pore-water pressure positively correlates with cyclic loading. In addition, smaller ka/kw leads to larger maximum and minimum values of dissipation curve.Figure 13
Variation of excess pore-water pressure under triangular cyclic loading changing with differentka/kw.Figure 14
Variation of excess pore-water pressure under trapezoidal cyclic loading changing with differentka/kw.The curves of settlement changing with time under piecewise cyclic loading with differentka/kw are shown in Figures 15 and 16. It is obvious that a nonlinear increase occurs with the linear increase of loading in the early stage, while the effect of ka/kw on the settlement curves is less significant. Larger ka/kw gives rise to larger maximum value of settlement. All the curves of settlement under cyclic loading show periodic changes matching the cyclic loading.Figure 15
Variation of settlement with time under triangular cyclic loading with differentka/kw.Figure 16
Variation of settlement with time under trapezoidal cyclic loading with differentka/kw.Figures17 and 18 illustrate the variations of excess pore-air pressure under cyclic loading adopting different depths z. Overall, depth z has great influence on the variation of excess pore-air pressure, and the smaller the z, the earlier and the faster the air pressure to dissipate. Moreover, the excess pore-air pressure has obvious differentiation in the early stage. Different z has little influence on dissipation, and the excess pore-air pressure dissipates along almost the same path in the latter period.Figure 17
Variation of excess pore‐air pressure under triangular cyclic loading at different depths.Figure 18
Variation of excess pore-air pressure under trapezoidal cyclic loading at different depths.Figures19 and 20 demonstrate the dissipation of excess pore-water pressure under different piecewise cyclic loading. The periodic variation of excess pore-water pressure is consistent with those of piecewise cyclic loading. And smaller depth z leads to smaller maximum and minimum values. In terms of the dissipation curves of excess pore-water pressures subjected to triangular and trapezoidal cyclic loading, the dissipation curves show nonlinear increase with the linear increase of cyclic loading at early stage. In latter stages, there is a clear downward trend in the dissipation curve of excess pore-water pressure with smaller depth z.Figure 19
Variation of excess pore‐water pressure under triangular cyclic loading versus depths.Figure 20
Variation of excess pore‐water pressure under trapezoidal cyclic loading versus depths.


## 4.1. Verification

The validation work is conducted with an instantaneous loading (q = 100 kPa) acting uniformly on the foundation surface, producing the initial excess pore pressures ua0=20kPa and uw0=40kPa [11]. Afterwards, the current solutions (CS) in this paper are compared with the existing solutions (ES) in literature [16].The comparison results of the proposed solutions and those in Qin et al. [16] are shown in Figure 4. It can be observed that the obtained results in this paper agree well with those in the existing literature; thus, it can be concluded that the current solutions are reliable.Figure 4
The comparison results upon normalized settlement of current and existing solutions.


## 4.2. Example and Analysis

An example is applied to investigate the consolidation patterns of the unsaturated soils against the ratios ofka/kw, the depth z and the loading parameters under different piecewise cyclic loadings. In the discussion section, the ratio ka/kw keeps constant (i.e., ka/kw = 1), and the effects of different ka/kw and loading parameters on consolidation are investigated at z = 6 m. The initial loading is q0 = 100 kPa, and the time for a cyclic change is T = 40 days, when the influences of different depths and ratio ka/kw are taken into consideration.Figures5 and 6 show the dissipation of excess pore-air pressure under piecewise cyclic loading (i.e., triangular and trapezoidal cyclic loadings) with different loading parameters, and the figures are partially enlarged to demonstrate the details of the curves. It can be analyzed that the dissipation curves do not significantly change with loading parameters, and excess pore-air pressure dissipates almost along the same path in the latter stage. Excess pore-air pressure is positively correlated with cyclic loading, and the pressure reaches the maximum when the loading increases to the peak value. Moreover, the smaller the loading parameter is, the earlier the curves oscillate. The shapes and periods of the dissipation curves are consistent with those of the piecewise cyclic loading.Figure 5
Dissipation of excess pore-air pressure under triangular cyclic loading againsta.Figure 6
Dissipation of excess pore-air pressure under trapezoidal cyclic loading againstb.Figures7 and 8 show the dissipation of excess pore-water pressures under piecewise cyclic loading against different loading parameters. Similarly, the shapes and periods of the dissipation curves are consistent with those of the piecewise cyclic loading. Excess pore-water pressure is positively correlated with cyclic loading. From Figures 7 and 8, the dissipation curve shows nonlinear increase with the linear increase of loading. The smaller the loading period is, the earlier the cyclical change occurs, the faster the excess pore-water pressure increases, and the larger the values of the maximum and the minimum are. As the water in the unsaturated soils drains, the maximum values of the excess pore-water pressure start to decrease after 107 s.Figure 7
Variation of excess pore-water pressure under triangular cyclic loading againsta.Figure 8
Variation of excess pore-water pressure under trapezoidal cyclic loading againstb.Figures9 and 10 show the settlement curves under piecewise cyclic loading against different loading parameters. Overall, the curves of settlement show obvious periodicity under the cyclic loading. The curves of settlement subjected to triangular and trapezoidal cyclic loading show nonlinear increase with the linear increase of loading in the early stage. As the settlement gradually increases under external loading, the maximum value of the settlement also increases, while settlement tends to be stable in the latter stage. The smaller the loading period is, the earlier the settlement stabilizes, and the faster the curve changes. Amplitudes of the settlement curves under various loading parameters are almost the same.Figure 9
Variation of settlement with time under triangular cyclic adopting againsta.Figure 10
Variation of settlement with time under triangular cyclic adopting againstb.Variations of excess pore-air pressure under piecewise cyclic loading by adopting different ratioska/kw are demonstrated in Figures 11 and 12. The figures are partially enlarged to show the curves over a period of 107 to 108 s. In general, the ratio ka/kw has great influence on the dissipation of excess pore-air pressure, and larger air permeability (or ka/kw) means faster dissipation rate of the excess pore-air pressure and earlier occurrence of dissipation.Figure 11
Dissipation of excess pore-air pressure under triangular cyclic with differentka/kw.Figure 12
Dissipation of excess pore-air pressure under trapezoidal cyclic loading with differentka/kw.Dissipation curves of excess pore-water pressures under different piecewise cyclic loading against different values ofka/kw are shown in Figures 13 and 14. It can be observed that ka/kw has little impact on the variation of excess pore-water pressure, because kw remains constant. In terms of the dissipation curves of excess pore-water pressure subjected to triangular and trapezoidal cyclic loading, the dissipation curve shows nonlinear increase at the beginning as the loading increases. The dissipation curves also show the same periodicity with the cyclic loading, and excess pore-water pressure positively correlates with cyclic loading. In addition, smaller ka/kw leads to larger maximum and minimum values of dissipation curve.Figure 13
Variation of excess pore-water pressure under triangular cyclic loading changing with differentka/kw.Figure 14
Variation of excess pore-water pressure under trapezoidal cyclic loading changing with differentka/kw.The curves of settlement changing with time under piecewise cyclic loading with differentka/kw are shown in Figures 15 and 16. It is obvious that a nonlinear increase occurs with the linear increase of loading in the early stage, while the effect of ka/kw on the settlement curves is less significant. Larger ka/kw gives rise to larger maximum value of settlement. All the curves of settlement under cyclic loading show periodic changes matching the cyclic loading.Figure 15
Variation of settlement with time under triangular cyclic loading with differentka/kw.Figure 16
Variation of settlement with time under trapezoidal cyclic loading with differentka/kw.Figures17 and 18 illustrate the variations of excess pore-air pressure under cyclic loading adopting different depths z. Overall, depth z has great influence on the variation of excess pore-air pressure, and the smaller the z, the earlier and the faster the air pressure to dissipate. Moreover, the excess pore-air pressure has obvious differentiation in the early stage. Different z has little influence on dissipation, and the excess pore-air pressure dissipates along almost the same path in the latter period.Figure 17
Variation of excess pore‐air pressure under triangular cyclic loading at different depths.Figure 18
Variation of excess pore-air pressure under trapezoidal cyclic loading at different depths.Figures19 and 20 demonstrate the dissipation of excess pore-water pressure under different piecewise cyclic loading. The periodic variation of excess pore-water pressure is consistent with those of piecewise cyclic loading. And smaller depth z leads to smaller maximum and minimum values. In terms of the dissipation curves of excess pore-water pressures subjected to triangular and trapezoidal cyclic loading, the dissipation curves show nonlinear increase with the linear increase of cyclic loading at early stage. In latter stages, there is a clear downward trend in the dissipation curve of excess pore-water pressure with smaller depth z.Figure 19
Variation of excess pore‐water pressure under triangular cyclic loading versus depths.Figure 20
Variation of excess pore‐water pressure under trapezoidal cyclic loading versus depths.


## 5. Conclusion

In this paper, semianalytical solutions concerning the one-dimensional consolidation of unsaturated foundation in Laplace domain are obtained under piecewise cyclic loading, and verification work is then carried out to prove the correctness of semianalytical solutions. Examples are presented to analyze the consolidation properties of 1D consolidation characteristics for unsaturated soils under triangular and trapezoidal piecewise cyclic loadings. Main conclusions of this paper are as follows:(1)
Cyclic loading typesThe excess pore pressures and settlement of 1D unsaturated foundation change periodically under the piecewise cyclic loading, and the shape and period of dissipation curve are matched with those of the piecewise cyclic loading.(2)
Loading parametersDifferent loading parameters represent different periods of piecewise cyclic loading, which will affect the time for excess pore pressure to reach maximum value. Moreover, various loading parameters have little influence on excess pore-air pressure. Therefore, it is necessary to make proper construction plan to avoid accidents (i.e., sudden settlement) in real engineering.(3)
Permeability coefficientsThe ratioka/kw has great influence on the dissipation of excess pore-air pressure, but it has little influence on the dissipation of excess pore-air pressure.



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*Source: 9970766-2021-07-05.xml*