# Active Soil Pressure of Unsaturated Soil under Rainfall Conditions

Authors: Qizhi Hu; Yugang Li
Journal: Advances in Civil Engineering
 (2022)

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## Abstract

To study the change in unsaturated active earth pressure under rainfall conditions, based on the thin layer element method and shear strength formula of unsaturated soil, Iverson analysis was used to improve the traditional Coulomb earth pressure theory, and the active earth pressure formula of unsaturated soil considering the change in matric suction was derived under rainfall infiltration conditions. The results show that the active soil pressure of unsaturated soil considering rainfall is greater than that without rainfall. With the continuous occurrence of rainfall infiltration, the active soil pressure of unsaturated soil first increases, then decreases and finally tends to be stable. The above phenomenon is caused by the change in matric suction during rainfall infiltration.


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## Body

## 1. Introduction

The calculation of earth pressure is always a basic subject in the field of soil mechanics. The traditional Coulomb earth pressure theory gives the mechanical geometric relation of a triangular wedge in a static equilibrium state, deduces the expression of the reaction force behind the wall, and uses the differential method to solve for the earth pressure. The formula can accurately calculate the active earth pressure of backfill in the saturated state, but the error in the calculation of the active earth pressure of unsaturated soil is large, and the influence of matric suction on the unsaturated soil is not considered in essence.To explore the calculation of active soil pressure of unsaturated soil, a large number of scholars have studied unsaturated soil under rainwater infiltration: The Iverson and Richards equation model was adopted for the rainfall effect in the soil matric potential solution; combined with the relevant data with the experimental measurement parameters and rainfall precipitation under matric potential solutions, the parsing is divided into rainfall processes and after the two stages, expressed as filling time, rainfall and the groundwater infiltration depth function, thus simplifying the calculation of matric potential [1]. To calculate Rankine earth pressure under rainfall conditions, Wang Dingjian extended the Bishop empirical formula and Iverson analysis to Rankine earth pressure theory, deduced the Rankine earth pressure formula of rainfall infiltration, and then found that the formula was related to rainfall time and filling depth [2]; Based on the shear strength criterion, Zhao Junhai proposed that intermediate principal stress and the material pull-to-pressure ratio have an impact on earth pressure. By combining Iverson analysis and the effective stress principle, the Rankine earth pressure formula considering intermediate principal stress and the material pull-to-pressure ratio under rainfall conditions was determined [3]. Wang Yang and Wang Xiaoliang established a calculation model of Rankine soil pressure under rainfall and evaporation conditions by taking into account the influence of double stress on shear strength and referring to the flow control equation of unsaturated soil [4, 5]. To discuss the influence of steady flow on Rankine earth pressure, Chen Qian established a one-dimensional steady flow active earth pressure model for unsaturated soil based on the shear strength criterion. Compared with the traditional Rankine earth pressure theory, the above improved theory considered the influence of rainfall infiltration and steady seepage on earth pressure and improved the research of Rankine earth pressure theory in the direction of infiltration. However, the above study only applied to vertical and smooth retaining walls, and the internal friction coefficient of the material was not considered [6]. Xu Riqing et al. considered the calculation method of water-earth pressure, in which the combined method of soil and water considers that free water can be included in the combined water in soil, and the soil pressure is calculated according to the weight of saturated soil; namely, the combined calculation of soil and water pressure. This method is suitable for calculating soil pressure in cohesive soil but ignores the change in pore water pressure in soil. The soil and water partitioning algorithm considers that pore water pressure can be expressed by hydrostatic pressure to calculate the filling weight and pore water pressure, respectively. Although the formula calculation of the subalgorithm is complicated and related parameters are difficult to determine, it can intuitively reflect the contribution of matric suction to unsaturated soil pressure [7]. Through one-dimensional steady-state flow analysis, Hong Wenzhen et al. established a shear strength formula taking matric suction into account, in which matric suction is expressed as a function of seepage rate, which is difficult to measure without considering seepage rate [8].The above research provides a reference for the calculation of unsaturated soil pressure under seepage conditions. Therefore, the rainfall infiltration mechanism can be applied to Coulomb earth pressure theory, and combined with the shear strength formula of unsaturated soil and the thin layer element method, the active soil pressure formula of unsaturated soil under rainfall infiltration can be derived, and the difference between unsaturated soil and saturated soil can be explored through a calculation example verification method.


## 2. Changes in Matric Potential and Matric Suction of Unsaturated Soil under Rainfall

For the calculation of unsaturated soil pressure under rainfall conditions, the core problem is how to describe the variation rule of matric potential in unsaturated soil [7–10]. The matric potential change refers to the potential energy change of the pore water of soil particles under the action of adsorption. The change in potential energy inevitably leads to a change in negative pore water pressure; that is, a change in matric suction.Iverson used the Richards growth function to establish the calculation model of matric potential under rainfall infiltration. In this model, the influence of horizontal infiltration on matric potential is ignored, the influence of groundwater infiltration on soil pressure is considered, and the rainfall intensity is optimized as the standardized infiltration rateIz/Kz, which simplifies the calculation of matric potential. The Iverson model assumes that the soil surface is flat and that the dip angle between the soil surface and the horizontal plane is β. The matric potential changes with rainfall infiltration time T, as shown below:(1)ψz,t≤T=z−dcos2β−IzKzcosβ+IzKz,tDπ1/2⋅exp−z2tD−z⋅erfcz2tDψz,t>T=ψz,t≤T−IzKz⋅t−TDπ1/2⋅exp−z2t−TD−z⋅erfcz2t−TD,where the x axis is parallel to the surface of the fill (assuming that the surface of the fill is horizontal) and the z axis is perpendicular to the surface of the fill; ψz,t is the pressure head at fill depth z that changes with rainfall infiltration time t; d is the steady-state groundwater level in the z direction; T is rainfall duration; Iz is the infiltration coefficient along the z direction; Kz is the permeability coefficient along the z direction; D=4D0cosβ , D0 is saturation water diffusivity; and exfcx is a residual error function.The above analysis can be divided into two stages: rainfall processes and post-rainfall processes. The change in matric potential during the rainfall process is composed of steady-state analysis and dynamic analysis. The steady-state analysis refers to the matric potential of soil without rainfall infiltration, and the dynamic analysis describes the changing trend of matric potential during continuous rainfall. The analysis of matric potential in the post-rain process is composed of steady-state analysis and dynamic analysis. The steady-state analysis of matric potential in this stage is the instantaneous value at the end of rainfall, while the dynamic analysis of matric potential describes the changing trend of matric potential after the end of rainfall.For the definition of matric suction, it is generally believed in the field of soil mechanics that pore gas pressureua in unsaturated soil is greater than pore water pressure uw, and the difference is matric suction (expressed by s):(2)s=ua−uw,where the unit of s is kpa.Taking the surface as the boundary condition, the pore gas pressure at the surface is set to 0 kPa, and the pore water pressure is set touw=ψγw when the filling depth is z. Since the pore water pressure is negative, the relationship between matric suction and matric potential can be determined by combining (2):(3)s=ψ⋅γw=ψz,t⋅γw,where γw is the weight of water and 9.8kN/m3 is used.


## 3. Considering the Matric Suction Variation of Unsaturated Active Soil Pressure

The traditional Coulomb earth pressure theory assumes that the backfill of the damaged wall is a triangular rigid sliding wedge, and the sliding of the wedge produces two sliding surfaces in the limit equilibrium state: the sliding surface between the wedge and the back of the wall is written asScr1; the failure surface of the backfill is denoted as Scr2; and the angle between Scr2 and the horizontal surface is denoted as θ.Coulomb theory considers the wedge in reactionR (Scr2 acts on the wedge force), G (wedge) gravity and gravity wall back reaction e (retaining wall on the wedge force) in static equilibrium under the action of the static equilibrium of the limit state. It can be concluded that the wedge state of limit equilibrium finally clears the Coulomb's earth pressure equal to the wall back reaction e extremum.To further develop the derivation of the Coulomb earth pressure formula for unsaturated soil, the following assumptions are supplemented based on the assumptions of traditional Coulomb earth pressure theory [11]:① horizontal penetration is not considered; ② the filling soil on the back of the wall is homogeneous sandy soil, and the wall has a dip angle; ③ dip angle of the fill surface is β=0o; ④ there is no uniform load on the surface of the fill; ⑤ the failure surface is a plane Scr2 with shear stress; ⑦ the influence of rainfall on internal friction angle φ and external friction angle δ is not considered; ⑧ the effective internal friction angle φ′ of sandy soil is taken as the internal friction angle φ; ⑨ when the wedge is damaged, it slides along the horizontal direction, namely, translation; and ⑩ the stress acting on the thin layer element is uniformly distributed along the edge of the thin layer.In Figure1, the retaining wall height is H, AB is the sliding surface Scr1, BC is the failure surface Scr2, and the back dip angle of the wall is α.Figure 1
Calculation model of active earth pressure.


### 3.1.Derivation of the active earth pressure formula of non-sum soil under rainfall conditions

Taking the element abcd of the wedge block in Figure1 and the height of the element as dz, the strain diagram of the element in translational mode is shown as follows.The stress distribution of the element body is simplified in Figure2. The length of side ab is ab¯=dz/cosα, where p is the reaction stress of the retaining wall acting on the element body, and f is the friction stress between the wall back and the element body. The side length of cd is cd¯=dz/cosθ, where σr is the reaction stress of undamaged soil on the element body. τr is shear stress at the edge of element body cd. σg is the gravitational stress of the element body. σn is the normal stress on the side of element body ad, and σn+dσ is the normal stress on the side of element body bc. Since the element body is sufficiently small, the influence of σn and σn+dσ on the element body is ignored.Figure 2
Stress distribution of the element body.The gravity of unsaturated soil is closely related to soil saturation. The Van Genuchten hydraulic characteristic equation describes the relationship between effective saturation and matric suction, which can be expressed as:(4)χ=S−Sr1−Sr=11+λ⋅ψ⋅γwη1−1/η,where χ is the effective saturation; S is saturation; Sr is residual saturation; and λ and η are fitting parameters.Given that the Iverson solution is the matric potential, the unsaturated soil weight of the unit can be obtained by combining the effective saturation in (4):(5)γ=γd+χ⋅γs−γd,where is the gravity of unsaturated sandy soil; γd is the dry weight of sandy soil; χ is the effective saturation; and γs is the density of saturated sandy soil.Formula (5) shows that when the matric suction is 0 kPa and the effective saturation is χ=1, the soil is in a saturated state and the soil weight is that of saturated soil. When the matric suction is sufficiently large, the effective saturation χ approaches 0; that is, the soil is in a dry state and the unsaturated gravity is γd.When the dip angle of the fill isβ=0°, the Iverson matric potential is analytically the same at the same depth. Since the unit body is sufficiently small, it is considered that the weight of the unit body remains unchanged; therefore, the gravity of the unit body dG should be equal to the product of the unit body weight and the unit body area:(6)dG=12ad¯+bc¯γdz=γH−zcosθ−αcosαsinθdz.The reaction forcedE between the wall back and the element body is equal to the product of the reaction stress p and the edge ab of the element body, and its magnitude is:(7)dE=p⋅ab¯=pdzcosα.Then, the frictional forcedF of the element body:(8)dF=dEcosδtanδ=cosδtanδcosαpdz.The reaction forcedR between the undamaged soil mass and the element body is:(9)dR=σr⋅cd¯=σrdzsinθ.For the cd side shear stress, Bishop deduced an unsaturated soil shear strength formula based on the effective stress principle. In this formula, the Van Genuchten hydraulic characteristic equation is used to establish the shear strength of unsaturated sandy soil considering effective matric suction [9]:(10)τr=σ−ua+χs⋅tanφ′,where σ−ua is the effective stress, and σ−ua is taken as σrcosφ′.According to equation (8), the side shear force of element body ad is:(11)dT=σrcosφ′+χs⋅tanφ′⋅dzsinθ=σrdzsinθcosφ′tanφ′+χstanφ′sinθdz.According to the static equilibrium conditions of Coulomb’s earth pressure theory, the equilibrium equation of the horizontal force acting on the element body is:(12)dEcosδ+α−dFsinα+dTcosθ−dRsinθ−φ′=0.Reduction:(13)σrsinθdz=1A1A2⋅pcosαdz−1A1χstanφ′tanθdz,where A1 is cosφ′tanφ′cosθ−sinθ−φ′; and A2 takes sinαcosδtanδ−cosδ+α.Then, the balance equation of the vertical force acting on the element body is:(14)dEsinδ+α+dFcosα+dTsinθ+dRcosθ−φ′−dG=0.Reduction:(15)A3pdzcosα=γH−zcosθ−αcosαsinθdz−χstanφ′dz−A4σrsinθdz,where A3 is sinδ+α+cosαcosδtanδ; and A4 takes cosθ−φ′+sinθcosφ′tanφ′.By substituting (13) into equation (15) to eliminate the reaction force dR, the analytical expression of dE can be obtained:(16)dE=A1A1A3+A2A4γH−zcosθ−αcosαsinθdz+χstanφ′A4A1tanθ−1A1A1A3+A2A4dz.Therefore, the resultant force of the unsaturated earth wall back reaction considering the change in matric suction is:(17)E=∫0Hpcosαdz=∫0Hγd+χ⋅γs−γdH−zdz⋅cosθ−αcosαsinθ⋅A1A1A3+A2A4+tanφ′A4A1tanθ−1A1A1A3+A2A4⋅∫0Hχsdz.MATLAB software is used to determineθ corresponding to the maximum value of the wall back reaction force E, which was recorded as the active angle θcr and substituted into (17) to obtain the active earth pressure Ea of unsaturated soil under rainfall conditions:(18)Ea=Eθcr.If the fill on the back of the wall is in the saturated state, the effective saturation isχ=0, the matric suction is s=0, and the fill weight is γ=γs. After simplifying (17), MATLAB software is used to find the active earth pressure Ea of saturated soil under rainfall conditions:(19)Ea=∫0HγsH−zdz⋅cosθcr−αcosαsinθθcr⋅A1A1A3+A2A4θcr.If the frictional stress on the ab side and shear stress on the bc side are not taken into account and the backfill is in a saturated state, then, friction forceF=0 and shear force T=0. Combining (12) and (14), the simplification can be obtained by the earth-moving pressure Ea:(20)Ea=∫0HγsH−zcosθ−αcosαsinθdz⋅sinδ+α+cosδ+αtanθ−φ′=γsH22cosθ−αcosαsinθ⋅sinθ−φ′cosα+δ+φ′−θ.Equation (19) is the traditional Coulomb active earth pressure formula.


### 3.2. Derivation of the active soil pressure intensity formula for unsaturated soil under rainfall conditions

For the calculation of the active earth pressure intensity of unsaturated soil under rainfall conditions, an equilibrium equation was established to derive the active earth pressure intensity formula of unsaturated soil based on the stress state of the element body in Figure2.The gravity stressσg of the element body is obtained from the unsaturated soil gravity:(21)σg=zγ.The relation between friction stressf and reaction stress p of the element body is:(22)f=pcosδtanδ.The shear stressτr on the edge of element cd is:(23)τr=σrcosφ′+χs⋅tanφ′.The horizontal stress balance equation of the element body is:(24)pcosδ+α−fsinα+τrcosθ−σrsinθ−φ′=0.It can be obtained by simplification of equation (24):(25)σr=A2⋅pA1−1A1χstanφ′cosθ.The vertical stress balance equation of the element body is:(26)psinδ+α+fcosα+τrsinθ+σrcosθ−φ′−σg=0.It can be obtained by simplification of equation (26):(27)A3p=γz−χstanφ′sinθ−A4σr.The analytical expression of reaction stressp is obtained by combining (25) and (27):(28)p=A1A1A3+A2A4γd+χ⋅γs−γdz+χstanφ′A4A1cosθ−sinθA1A1A3+A2A4.Substitutingθcr into equation (28) and using the Sign function to optimize p<0 to p=0, that is, stress p tension is not taken into account, then the distribution of active earth pressure strength of unsaturated soil along the wall height under rainfall conditions σa is:(29)σa=signsignpθcr+1∗pθcr.


## 3.1.Derivation of the active earth pressure formula of non-sum soil under rainfall conditions

Taking the element abcd of the wedge block in Figure1 and the height of the element as dz, the strain diagram of the element in translational mode is shown as follows.The stress distribution of the element body is simplified in Figure2. The length of side ab is ab¯=dz/cosα, where p is the reaction stress of the retaining wall acting on the element body, and f is the friction stress between the wall back and the element body. The side length of cd is cd¯=dz/cosθ, where σr is the reaction stress of undamaged soil on the element body. τr is shear stress at the edge of element body cd. σg is the gravitational stress of the element body. σn is the normal stress on the side of element body ad, and σn+dσ is the normal stress on the side of element body bc. Since the element body is sufficiently small, the influence of σn and σn+dσ on the element body is ignored.Figure 2
Stress distribution of the element body.The gravity of unsaturated soil is closely related to soil saturation. The Van Genuchten hydraulic characteristic equation describes the relationship between effective saturation and matric suction, which can be expressed as:(4)χ=S−Sr1−Sr=11+λ⋅ψ⋅γwη1−1/η,where χ is the effective saturation; S is saturation; Sr is residual saturation; and λ and η are fitting parameters.Given that the Iverson solution is the matric potential, the unsaturated soil weight of the unit can be obtained by combining the effective saturation in (4):(5)γ=γd+χ⋅γs−γd,where is the gravity of unsaturated sandy soil; γd is the dry weight of sandy soil; χ is the effective saturation; and γs is the density of saturated sandy soil.Formula (5) shows that when the matric suction is 0 kPa and the effective saturation is χ=1, the soil is in a saturated state and the soil weight is that of saturated soil. When the matric suction is sufficiently large, the effective saturation χ approaches 0; that is, the soil is in a dry state and the unsaturated gravity is γd.When the dip angle of the fill isβ=0°, the Iverson matric potential is analytically the same at the same depth. Since the unit body is sufficiently small, it is considered that the weight of the unit body remains unchanged; therefore, the gravity of the unit body dG should be equal to the product of the unit body weight and the unit body area:(6)dG=12ad¯+bc¯γdz=γH−zcosθ−αcosαsinθdz.The reaction forcedE between the wall back and the element body is equal to the product of the reaction stress p and the edge ab of the element body, and its magnitude is:(7)dE=p⋅ab¯=pdzcosα.Then, the frictional forcedF of the element body:(8)dF=dEcosδtanδ=cosδtanδcosαpdz.The reaction forcedR between the undamaged soil mass and the element body is:(9)dR=σr⋅cd¯=σrdzsinθ.For the cd side shear stress, Bishop deduced an unsaturated soil shear strength formula based on the effective stress principle. In this formula, the Van Genuchten hydraulic characteristic equation is used to establish the shear strength of unsaturated sandy soil considering effective matric suction [9]:(10)τr=σ−ua+χs⋅tanφ′,where σ−ua is the effective stress, and σ−ua is taken as σrcosφ′.According to equation (8), the side shear force of element body ad is:(11)dT=σrcosφ′+χs⋅tanφ′⋅dzsinθ=σrdzsinθcosφ′tanφ′+χstanφ′sinθdz.According to the static equilibrium conditions of Coulomb’s earth pressure theory, the equilibrium equation of the horizontal force acting on the element body is:(12)dEcosδ+α−dFsinα+dTcosθ−dRsinθ−φ′=0.Reduction:(13)σrsinθdz=1A1A2⋅pcosαdz−1A1χstanφ′tanθdz,where A1 is cosφ′tanφ′cosθ−sinθ−φ′; and A2 takes sinαcosδtanδ−cosδ+α.Then, the balance equation of the vertical force acting on the element body is:(14)dEsinδ+α+dFcosα+dTsinθ+dRcosθ−φ′−dG=0.Reduction:(15)A3pdzcosα=γH−zcosθ−αcosαsinθdz−χstanφ′dz−A4σrsinθdz,where A3 is sinδ+α+cosαcosδtanδ; and A4 takes cosθ−φ′+sinθcosφ′tanφ′.By substituting (13) into equation (15) to eliminate the reaction force dR, the analytical expression of dE can be obtained:(16)dE=A1A1A3+A2A4γH−zcosθ−αcosαsinθdz+χstanφ′A4A1tanθ−1A1A1A3+A2A4dz.Therefore, the resultant force of the unsaturated earth wall back reaction considering the change in matric suction is:(17)E=∫0Hpcosαdz=∫0Hγd+χ⋅γs−γdH−zdz⋅cosθ−αcosαsinθ⋅A1A1A3+A2A4+tanφ′A4A1tanθ−1A1A1A3+A2A4⋅∫0Hχsdz.MATLAB software is used to determineθ corresponding to the maximum value of the wall back reaction force E, which was recorded as the active angle θcr and substituted into (17) to obtain the active earth pressure Ea of unsaturated soil under rainfall conditions:(18)Ea=Eθcr.If the fill on the back of the wall is in the saturated state, the effective saturation isχ=0, the matric suction is s=0, and the fill weight is γ=γs. After simplifying (17), MATLAB software is used to find the active earth pressure Ea of saturated soil under rainfall conditions:(19)Ea=∫0HγsH−zdz⋅cosθcr−αcosαsinθθcr⋅A1A1A3+A2A4θcr.If the frictional stress on the ab side and shear stress on the bc side are not taken into account and the backfill is in a saturated state, then, friction forceF=0 and shear force T=0. Combining (12) and (14), the simplification can be obtained by the earth-moving pressure Ea:(20)Ea=∫0HγsH−zcosθ−αcosαsinθdz⋅sinδ+α+cosδ+αtanθ−φ′=γsH22cosθ−αcosαsinθ⋅sinθ−φ′cosα+δ+φ′−θ.Equation (19) is the traditional Coulomb active earth pressure formula.


## 3.2. Derivation of the active soil pressure intensity formula for unsaturated soil under rainfall conditions

For the calculation of the active earth pressure intensity of unsaturated soil under rainfall conditions, an equilibrium equation was established to derive the active earth pressure intensity formula of unsaturated soil based on the stress state of the element body in Figure2.The gravity stressσg of the element body is obtained from the unsaturated soil gravity:(21)σg=zγ.The relation between friction stressf and reaction stress p of the element body is:(22)f=pcosδtanδ.The shear stressτr on the edge of element cd is:(23)τr=σrcosφ′+χs⋅tanφ′.The horizontal stress balance equation of the element body is:(24)pcosδ+α−fsinα+τrcosθ−σrsinθ−φ′=0.It can be obtained by simplification of equation (24):(25)σr=A2⋅pA1−1A1χstanφ′cosθ.The vertical stress balance equation of the element body is:(26)psinδ+α+fcosα+τrsinθ+σrcosθ−φ′−σg=0.It can be obtained by simplification of equation (26):(27)A3p=γz−χstanφ′sinθ−A4σr.The analytical expression of reaction stressp is obtained by combining (25) and (27):(28)p=A1A1A3+A2A4γd+χ⋅γs−γdz+χstanφ′A4A1cosθ−sinθA1A1A3+A2A4.Substitutingθcr into equation (28) and using the Sign function to optimize p<0 to p=0, that is, stress p tension is not taken into account, then the distribution of active earth pressure strength of unsaturated soil along the wall height under rainfall conditions σa is:(29)σa=signsignpθcr+1∗pθcr.


## 4. Case Study

Taking a retaining wall as the analytical object, the back dip angle of the wall isα=30∘, the surface level of the fill is β=0∘, the height of the retaining wall is H=6m, the weight of saturated sand is γs=20kN/m3, the dry weight of sand is γd=17kN/m3, the saturated permeability coefficient is Kz=10−5m/s, and the position water level is d=15m. The rainfall duration is T=104s, the rainfall intensity is simplified to the standardized infiltration rate Iz/Kz, Iz/Kz=0 is not considered rainfall, and Iz/Kz>0 is considered rainfall. Related parameters of backfill are shown in Table 1.Table 1
Engineering filling parameters.
Angle of internal frictionφ′/∘External friction Angleδ/∘The fitting parametersηThe fitting parametersλ/kPa−1Saturated hydraulic diffusivityD0/m2/s30151.890.10.025If the standardized infiltration rate is set asIz/Kz=0 and Iz/Kz=0.3, the change in active soil pressure T=104s of unsaturated soil when the rainfall duration is Ea is shown in Figure 3.Figure 3
Variation in unsaturated sandy soilEa with rainfall infiltration time.Figure3 shows that when rainfall is not considered, the active earth pressure of unsaturated sand has a certain value, which has nothing to do with rainfall infiltration time. When considering rainfall, the active earth pressure of unsaturated sandy soil increases with the continuous occurrence of rainfall and reaches a maximum at the end of rainfall. With increasing rainfall infiltration time, the active soil pressure of unsaturated sandy soil first decreases and finally tends to be stable.According to equations (18) and (19), the active earth pressure intensity of unsaturated sandy soil at rainfall infiltration time is calculated, as shown in Figure 4.Figure 4
σa variation with retaining wall height H.Figure4 shows that when unsaturated sand is close to the top of the retaining wall, it is subjected to tensile stress, and the active earth pressure intensity is 0 kPa. In addition, in the compressive stress region of unsaturated soil, when the retaining wall height is constant, unsaturated soil σa considering rainfall is larger than unsaturated soil σa not considering rainfall, and the difference increases with the increase of retaining wall height. The reason for the difference between the calculated results of the two standardized infiltration rates is that the effect of rainfall on matric suction is considered in the standardized infiltration rate Iz/Kz=0.3.If only the influence of rainfall on unsaturated soil is considered, the standardized infiltration rates are,Iz/Kz=0.05, Iz/Kz=0.1, Iz/Kz=0.15, Iz/Kz=0.2, Iz/Kz=0.25, Iz/Kz=0.3, Iz/Kz=0.35 and Iz/Kz=0.4, and the parameters in the example are used to calculate the active earth pressure of unsaturated sandy soil at the timexml of rainfall infiltration through equations (18) and (19). The calculated results are as follows.As shown in Figure5, with increasing standardized infiltration rate, the active earth pressure of unsaturated sand continues to increase. The higher the standardized infiltration rate is, the more inclined the curve of active earth pressure Ea, and the faster the increase rate of active earth pressure Ea. This is because the higher the standardized infiltration rate is under the same rainfall time, the lower the matric suction, and the higher the unsaturated soil weight.Figure 5
Ea changes with standardized infiltration rate.To further analyze and consider the change law of active earth pressure of unsaturated soil during rainfall, the standardized rainfall infiltration timesIz/Kz=0.1, Iz/Kz=0.2, Iz/Kz=0.3 and Iz/Kz=0.4 are taken, and the active earth pressure intensity of unsaturated sandy soil at rainfall infiltration time is calculated from equation (29).Figure6 shows that when the standardized infiltration rate is constant, the active soil pressure strength of unsaturated soil increases linearly with increasing retaining wall height. When the retaining wall height is constant, the active soil pressure strength of unsaturated soil increases with increasing standardized infiltration rate. The trend increases with increasing retaining wall height and reaches a maximum at the bottom of the wall.Figure 6
Changes inσp at different marking infiltration rates.


## 5. Conclusions

(1)
Based on the traditional Coulomb earth pressure theory, combined with Iverson analysis and the shear strength formula of unsaturated soil, the active earth pressure formula of unsaturated soil was derived by using the thin layer element method, and the change in active earth pressure of unsaturated soil under rainfall was discussed with calculation examples.(2)
The active soil pressure of unsaturated soil without considering rainfall is lower than that of unsaturated soil when considering rainfall. With the increase in rainfall infiltration time, the active soil pressure of unsaturated soil considering rainfall increases first, then decreases and finally tends to be stable.(3)
Under rainfall, the active soil pressure of unsaturated soil changes with the standardized infiltration rate. The higher the standardized infiltration rate is, the greater the active soil pressure. This is due to the change in matric suction in unsaturated soil caused by rainfall.(4)
On the basis of the thin layer element method, the influence of matric suction and shear strength of unsaturated soil on the stress of the element is considered, and a formula for calculating the active soil pressure of unsaturated soil considering rainfall conditions is derived by using the static equilibrium equation of the element. The influence of rainfall conditions on the active soil pressure of unsaturated soil is compared and discussed by using example calculations, which can provide some reference for a follow-up study on soil pressure infiltration of unsaturated soil.



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