# Dynamic Active Earth Pressures of the Retaining Piles with Anchors under Vehicle Loads

Authors: Hong-zhi Qiu; Ji-ming Kong; Ren-chao Wang
Journal: Shock and Vibration
 (2016)

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## Abstract

The pile-anchor supporting structure is widely used in foundation pit engineering; then knowledge of active earth pressure on piles is very important for engineers. In this paper, based on the pseudodynamic method and considering the vehicle’s vibration characteristic, a method to calculate the earth pressure on piles under vehicle load is presented. At the same time, the constraint of anchor is simplified relation of lateral deformation of piles in present method. Effects of a wide range of parameters like rupture angle, vibration acceleration coefficient, wall friction angle, and soil friction angle on active earth pressure have been studied. Results are presented in terms of coefficients in the figures and comparison of the test data and the earth pressure calculated by M-O method and present study. The result shows that the measured earth pressure is accordant with the theoretical analysis, so the method in this paper is an effective basis for the calculation of earth pressure on piles under vehicle loads.


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## Body

## 1. Introduction

In design and construction of the excavation, the calculation problem of earth pressure has been encountered by engineers. There are a lot of deep excavations in center area of the city, where dense urban roads traffic is heavy. In particular, the project of urban road expansion, during construction of the road, keeps working. When foundation pit is close to driving roads, it can cause the damage of retaining structure for underestimating the vehicle vibration on the impact of foundation pit supporting structure (see Figure1). Usually these typical examples can be commonly found in large- and medium-size cities in China. Therefore, calculating the earth pressure on retaining piles close to road in the design and construction of foundation pit, we must consider the impact of vehicle loads.Figure 1
Typical example of pit destruction [16].In the past few decades, though the calculation method of earth pressure on retaining structure has been greatly developed, achievements are mainly focused on the dynamic response of the structure subjected to dynamic loads such as earthquake and vehicle loads [1, 2]. Under earthquake loads, the methods have been developed to evaluate the seismic earth pressure on a rigid retaining structure, being known as the pseudostatic method first used by Okabe [3] and Mononobe and Matsuo [4]. Pseudostatic method is an extension of the Coulomb sliding wedge theory, which was later recognized as famous Mononobe-Okabe method [5]. Steedman and Zeng [6] proposed a pseudodynamic method, which assumes that the walls and high seismic acceleration versus time were sinusoidal variation, and the shear modulus and shear wave velocity are also identified as a limited value; the study shows that the pseudodynamic method is closed actually. Then, Zeng and Steedman [7] also show that the earth pressure in pseudodynamic method is in agreement with the centrifugal modeling results, confirming that the proposed method is correct.Pseudodynamic method is used to calculate the earth pressure on retaining walls under earthquake; the results are more accurate compared to the static method [8–12]. Study on supporting structure under the vehicle load is mainly in the dynamic characteristics of the supporting structures [13, 14] and the stability of supporting structures [15]. However, in the calculation method of earth pressure behind the supporting piles, effects of vehicle vibration characteristics are rarely taken into account. In addition, there is no consideration of the constraint of anchor structures in solution of earth pressure on retaining piles.In the past, solving the earth pressure on supporting structure is based on static method [17, 18], and vehicle loads are simplified equal static load; results of calculation show that the error is relatively large and cannot reflect the soil pressure in practice. Thus, in this work, a distribution of earth pressure on supporting structure under vehicle load is presented; we have considered the contribution of anchor structures on earth pressure on piles. Moreover, effects of a wide range of parameters like vibration acceleration coefficient, wall friction angle, soil friction angle, and the weight of the soil on active earth pressure have been studied. Finally, comparison of the earth pressure is calculated by M-O method and present study and test data; a suggestion has been given to calculate earth pressure on pile under vehicle loads.


## 2. Method of Analysis

### 2.1. Response Acceleration

The growth of heavy vehicle loads poses a threat to the safety of infrastructure. Dynamic stress and acceleration response analysis is important for design and assessment of structure [19, 20]. Acceleration induced by vehicle loads was obtained by experiment [21, 22]. The experimental results show that characters measured acceleration response versus time is similar to acceleration induced by earthquake. Therefore, this paper assumes that the vehicle generates shear and primary waves.Pseudodynamic method assumes that the rock mass shear modulusG does not change over vertical position of the slope; namely, G is a constant. Supporting piles at depth z by horizontal and vertical vibration accelerations is defined as ah(z,t) and aV(z,t), respectively, where z is depth below the surface of the soil vibration acceleration at time t for the following equation [6]:(1)ahz,t=khg·sin⁡ωt-zVs,aVz,t=kVg·sin⁡ωt-zVp,where kh is the horizontal vibration acceleration coefficient, kV is the vertical vibration acceleration coefficients, z is the depth of the underground, ω is the angular frequency of the wave vibration, and Vs and Vp are the velocity of shear wave and vertical wave, respectively:(2)Vs=Gρ,Vp=G2-2μρ1-2μ,where G is the shear modulus of soil and ρ and μ are the density of pile soil and Poisson’s ratio, respectively.For the majority of geological material,Vp/Vs=1.87 [23], and vibration cycle is T=2π/ω=4H/Vs [24].


### 2.2. Analytical Model

Based on the character of the research problem, the active earth pressure behind retaining piles has been analyzed by using pseudodynamic approach under vehicle loads. According to practical engineering problems, analysis model is shown in Figure2.Figure 2
Model for computation earth pressure on piles under vehicle loads.The soil behind the piles from an equilibrium state to another equilibrium state in Figure3 and the position AB moves to a new location A′B′, so a slight angle δ is generated; at the same time, the pile shows a slight lateral deformation Δl. We assume that the lateral deformation of pile is approximately equal to the elongation of anchor structure, and the tensile force of anchor is ΔN determined by the elongation of anchor, which distributed continuously with the depth:(3)Δl=H-zθ,where H is a length of cantilever retaining piles.Figure 3
Lateral deformation of pile-anchor support structure.According to the principle of force equilibrium, the tensile force acting on the piles in depthz is given by (4)ΔN=ΔlEAa=H-zθEAa,where E is elastic modulus of anchor structure and Aa is sectional area of the anchor structure.Tension generated by anchor structure is assumed to be evenly distributed along the length of pile, and then the total force can be expressed as(5)N=∫0HΔNdz=12H2θEAa.From Figure2 in the limit equilibrium soil wedge ABC, taking dz thickness analysis unit body as an object,(6)ac¯=H-zcot⁡α,bd¯=H-z-dzcot⁡α.Then, the area of the horizontal bardz is(7)Sacdb=12bd¯+ac¯dz.The quality of the horizontal bardz is(8)Δm=ρSacdb=ρH-zcot⁡αdz.The weight of the soil wedge is(9)W=∫0HρgH-zcot⁡αdz=12γH2cot⁡α,where γ is the unit weight of the soil, γ=ρg.The total horizontal inertia force acting within the failure zone is given by(10)Qhz,t=∫0HΔmahz,t=λsγkhcot⁡α2π·λs2πsin⁡ωt-sin⁡ωη-Hcos⁡ωt,where λs is the transverse wavelength λs=Vs/f and the angular frequency ω=2πf, making η=t-H/Vs.Similarly, the total vertical inertial force acting on the failure wedge is given by(11)QVz,t=∫0HΔmaVz,t=λpγkVcot⁡α2πλp2πsin⁡ωt-sin⁡ωξ-Hcos⁡ωt,where λp is the longitudinal wave λp=Vp/f, Vp/ω=λp/2π, making ξ=t-H/Vp.According to the equilibrium of the forces on piles in Figure2, the total active thrust can be obtained, so Pa can be expressed as follows:(12)Pa=cos⁡α-φQh+sin⁡α-φQV+sin⁡α-φWcos⁡α-φ-β+cot⁡αsin⁡α-φqH+cos⁡α-φ+θNcos⁡α-φ-β.Assuming that the coefficient of active earth pressure isKa,(13)Ka=2PaγH2.Substituting forQh and QV in (13), an expression for Ka in terms of Qh, QV, W, and N can be derived:(14)Ka=cos⁡α-φcot⁡αkh2π2cos⁡α-φ-βTVsHa1+sin⁡α-φcot⁡αkV2π2cos⁡α-φ-βTVpHa2+cot⁡αsin⁡α-φcos⁡α-φ-β+2qcot⁡αsin⁡α-φγHcos⁡α-φ-β+cos⁡α-φ+θθEAaγcos⁡α-φ-β,a1=TVsHsin⁡2πtT-sin⁡2πtT-HTVs-2πcos⁡2πtT,a2=TVpHsin⁡2πtT-sin⁡2πtT-HTVp-2πcos⁡2πtT.From (14) it can be analyzed that active earth pressure coefficient is the function of α, t/T, H/TVs, and H/TVV. In most geological materials H/TVs and H/TVp values are 0.25 and 0.134, respectively. And then we can take the partial derivative with respect to Paz,t as distribution of earth pressure with depth:(15)paz,t=∂Paz,t∂z=cos⁡α-φTVscos⁡α-φ-β2πγkhcot⁡αb1+sin⁡α-φTVpcos⁡α-φ-β2πγkVcot⁡αb2+sin⁡α-φcot⁡αqcos⁡α-φ-β+sin⁡α-φzγcot⁡αcos⁡α-φ-β+cos⁡α-φ+θzθEAacos⁡α-φ-β,b1=cos⁡2πtT-zTVs-cos⁡2πtT,b2=cos⁡2πtT-zTVp-cos⁡2πtT.According to (15), dynamic active earth pressures on piles for foundation pit contain three parts:(16)paz,t=pad+pas+pat,pad=cos⁡α-φTVscos⁡α-φ-β2πγkhcot⁡αb1+sin⁡α-φTVpcos⁡α-φ-β2πγkVcot⁡αb2,pas=cot⁡αsin⁡α-φqcos⁡α-φ-β+sin⁡α-φcos⁡α-φ-βzγcot⁡α,pat=cos⁡α-φ+θzθEAacos⁡α-φ-β.pad is the dynamic earth pressure created by vehicle loads; pas is the static earth pressure created by the weight of soils and the static load on the ground; pat is the tensile force produced by anchor structure.


### 2.3. Computation of Rupture Angle (α)

It can be shown from (15) that earth pressure distribution function paz,t is related to the following parameters: φ, β, γ, kh, kV, and fa. And test shows that the soil pressure after pile varies with time and different depth z. When the sliding mass attains limiting equilibrium condition, the active earth pressure after pile Paz,t reached a maximum. Thus, the angle of sliding surface inclination and also the angle of rupture can be obtained by partial differential equation ∂Pa(z,t)/∂α=0. After simplifying,(17)-sin⁡βcot⁡αcos2⁡α-φ-β-cos⁡α-φcos⁡α-φ-βsin2⁡αλsγkh2πm1+cos⁡βcot⁡αcos2⁡α-φ-β-sin⁡α-φcos⁡α-φ-βsin2⁡αλVγkV2πm2+γH22cos⁡βcot⁡αcos2⁡α-φ-β-sin⁡α-φcos⁡α-φ-βsin2⁡α+qHcot⁡αcos⁡α-φcos⁡α-φ-β-sin⁡α-φcos⁡α-φ-βsin2⁡α-sin⁡β+θH2δEAa2cos2⁡α-φ-β=0,m1=λs2πsin⁡2πtT-sin⁡2πtT-HTVs-Hcos⁡2πtT,m2=λV2πsin⁡2πtT-sin⁡2πtT-HTVp-Hcos⁡2πtT.Equation (17) is a function of the time t and the inclination angle α of the slide surface, abbreviated as f(t,α)=0. Therefore, the angle of rupture will be obtained by drawing the soil pressure distribution curve since corresponding angle αi at any time will all work out.


## 2.1. Response Acceleration

The growth of heavy vehicle loads poses a threat to the safety of infrastructure. Dynamic stress and acceleration response analysis is important for design and assessment of structure [19, 20]. Acceleration induced by vehicle loads was obtained by experiment [21, 22]. The experimental results show that characters measured acceleration response versus time is similar to acceleration induced by earthquake. Therefore, this paper assumes that the vehicle generates shear and primary waves.Pseudodynamic method assumes that the rock mass shear modulusG does not change over vertical position of the slope; namely, G is a constant. Supporting piles at depth z by horizontal and vertical vibration accelerations is defined as ah(z,t) and aV(z,t), respectively, where z is depth below the surface of the soil vibration acceleration at time t for the following equation [6]:(1)ahz,t=khg·sin⁡ωt-zVs,aVz,t=kVg·sin⁡ωt-zVp,where kh is the horizontal vibration acceleration coefficient, kV is the vertical vibration acceleration coefficients, z is the depth of the underground, ω is the angular frequency of the wave vibration, and Vs and Vp are the velocity of shear wave and vertical wave, respectively:(2)Vs=Gρ,Vp=G2-2μρ1-2μ,where G is the shear modulus of soil and ρ and μ are the density of pile soil and Poisson’s ratio, respectively.For the majority of geological material,Vp/Vs=1.87 [23], and vibration cycle is T=2π/ω=4H/Vs [24].


## 2.2. Analytical Model

Based on the character of the research problem, the active earth pressure behind retaining piles has been analyzed by using pseudodynamic approach under vehicle loads. According to practical engineering problems, analysis model is shown in Figure2.Figure 2
Model for computation earth pressure on piles under vehicle loads.The soil behind the piles from an equilibrium state to another equilibrium state in Figure3 and the position AB moves to a new location A′B′, so a slight angle δ is generated; at the same time, the pile shows a slight lateral deformation Δl. We assume that the lateral deformation of pile is approximately equal to the elongation of anchor structure, and the tensile force of anchor is ΔN determined by the elongation of anchor, which distributed continuously with the depth:(3)Δl=H-zθ,where H is a length of cantilever retaining piles.Figure 3
Lateral deformation of pile-anchor support structure.According to the principle of force equilibrium, the tensile force acting on the piles in depthz is given by (4)ΔN=ΔlEAa=H-zθEAa,where E is elastic modulus of anchor structure and Aa is sectional area of the anchor structure.Tension generated by anchor structure is assumed to be evenly distributed along the length of pile, and then the total force can be expressed as(5)N=∫0HΔNdz=12H2θEAa.From Figure2 in the limit equilibrium soil wedge ABC, taking dz thickness analysis unit body as an object,(6)ac¯=H-zcot⁡α,bd¯=H-z-dzcot⁡α.Then, the area of the horizontal bardz is(7)Sacdb=12bd¯+ac¯dz.The quality of the horizontal bardz is(8)Δm=ρSacdb=ρH-zcot⁡αdz.The weight of the soil wedge is(9)W=∫0HρgH-zcot⁡αdz=12γH2cot⁡α,where γ is the unit weight of the soil, γ=ρg.The total horizontal inertia force acting within the failure zone is given by(10)Qhz,t=∫0HΔmahz,t=λsγkhcot⁡α2π·λs2πsin⁡ωt-sin⁡ωη-Hcos⁡ωt,where λs is the transverse wavelength λs=Vs/f and the angular frequency ω=2πf, making η=t-H/Vs.Similarly, the total vertical inertial force acting on the failure wedge is given by(11)QVz,t=∫0HΔmaVz,t=λpγkVcot⁡α2πλp2πsin⁡ωt-sin⁡ωξ-Hcos⁡ωt,where λp is the longitudinal wave λp=Vp/f, Vp/ω=λp/2π, making ξ=t-H/Vp.According to the equilibrium of the forces on piles in Figure2, the total active thrust can be obtained, so Pa can be expressed as follows:(12)Pa=cos⁡α-φQh+sin⁡α-φQV+sin⁡α-φWcos⁡α-φ-β+cot⁡αsin⁡α-φqH+cos⁡α-φ+θNcos⁡α-φ-β.Assuming that the coefficient of active earth pressure isKa,(13)Ka=2PaγH2.Substituting forQh and QV in (13), an expression for Ka in terms of Qh, QV, W, and N can be derived:(14)Ka=cos⁡α-φcot⁡αkh2π2cos⁡α-φ-βTVsHa1+sin⁡α-φcot⁡αkV2π2cos⁡α-φ-βTVpHa2+cot⁡αsin⁡α-φcos⁡α-φ-β+2qcot⁡αsin⁡α-φγHcos⁡α-φ-β+cos⁡α-φ+θθEAaγcos⁡α-φ-β,a1=TVsHsin⁡2πtT-sin⁡2πtT-HTVs-2πcos⁡2πtT,a2=TVpHsin⁡2πtT-sin⁡2πtT-HTVp-2πcos⁡2πtT.From (14) it can be analyzed that active earth pressure coefficient is the function of α, t/T, H/TVs, and H/TVV. In most geological materials H/TVs and H/TVp values are 0.25 and 0.134, respectively. And then we can take the partial derivative with respect to Paz,t as distribution of earth pressure with depth:(15)paz,t=∂Paz,t∂z=cos⁡α-φTVscos⁡α-φ-β2πγkhcot⁡αb1+sin⁡α-φTVpcos⁡α-φ-β2πγkVcot⁡αb2+sin⁡α-φcot⁡αqcos⁡α-φ-β+sin⁡α-φzγcot⁡αcos⁡α-φ-β+cos⁡α-φ+θzθEAacos⁡α-φ-β,b1=cos⁡2πtT-zTVs-cos⁡2πtT,b2=cos⁡2πtT-zTVp-cos⁡2πtT.According to (15), dynamic active earth pressures on piles for foundation pit contain three parts:(16)paz,t=pad+pas+pat,pad=cos⁡α-φTVscos⁡α-φ-β2πγkhcot⁡αb1+sin⁡α-φTVpcos⁡α-φ-β2πγkVcot⁡αb2,pas=cot⁡αsin⁡α-φqcos⁡α-φ-β+sin⁡α-φcos⁡α-φ-βzγcot⁡α,pat=cos⁡α-φ+θzθEAacos⁡α-φ-β.pad is the dynamic earth pressure created by vehicle loads; pas is the static earth pressure created by the weight of soils and the static load on the ground; pat is the tensile force produced by anchor structure.


## 2.3. Computation of Rupture Angle (α)

It can be shown from (15) that earth pressure distribution function paz,t is related to the following parameters: φ, β, γ, kh, kV, and fa. And test shows that the soil pressure after pile varies with time and different depth z. When the sliding mass attains limiting equilibrium condition, the active earth pressure after pile Paz,t reached a maximum. Thus, the angle of sliding surface inclination and also the angle of rupture can be obtained by partial differential equation ∂Pa(z,t)/∂α=0. After simplifying,(17)-sin⁡βcot⁡αcos2⁡α-φ-β-cos⁡α-φcos⁡α-φ-βsin2⁡αλsγkh2πm1+cos⁡βcot⁡αcos2⁡α-φ-β-sin⁡α-φcos⁡α-φ-βsin2⁡αλVγkV2πm2+γH22cos⁡βcot⁡αcos2⁡α-φ-β-sin⁡α-φcos⁡α-φ-βsin2⁡α+qHcot⁡αcos⁡α-φcos⁡α-φ-β-sin⁡α-φcos⁡α-φ-βsin2⁡α-sin⁡β+θH2δEAa2cos2⁡α-φ-β=0,m1=λs2πsin⁡2πtT-sin⁡2πtT-HTVs-Hcos⁡2πtT,m2=λV2πsin⁡2πtT-sin⁡2πtT-HTVp-Hcos⁡2πtT.Equation (17) is a function of the time t and the inclination angle α of the slide surface, abbreviated as f(t,α)=0. Therefore, the angle of rupture will be obtained by drawing the soil pressure distribution curve since corresponding angle αi at any time will all work out.


## 3. Results and Discussion

### 3.1. Effect of Rupture Angle (α)

Figure4 shows the distributions of active earth pressure for values of rupture angle α with kV=0.5kh, kh=0.05, φ=22.3°, β=φ/2, γ=18.8kN/m3, H/TVs=0.25, and H/TVp=0.134. With the increasing of rupture angle α, active earth pressure increased. Plots show that when α change from 28° to 32°, the active earth pressure increases by 16.29 kN; namely, when each degree increases in rupture angle α, the active earth pressure increased by 4.07 kPa.Figure 4
Active earth pressure distribution for different values of rupture angle,α.Similarly, whenα change from 32° to 36°, a total of the active earth pressure increases by 10.81 kPa and the average of active earth pressure increased by 2.7 kPa for each degree. The value of increment in active earth pressure decreased with increase at the same angle (α). Therefore, the greater the rupture angle, the smaller the impact range on the earth pressure. The dotted line represents the dynamic earth pressure produced by vehicle loads; the solid line represents the static earth pressure in Figure 5. Results show that the value of rupture angle decreases, with increase in proportion of dynamic earth pressure. Moreover, the greater the rupture angle, the smaller the dynamic earth pressure.Figure 5
Comparisons of static and dynamic soil pressure.In Figure6, the solid line represents the dynamic earth pressure produced by the horizontal inertia force, and the dotted line represents the dynamic earth pressure produced by the vertical inertial force; comparing the two values, results show that the vertical inertial force has a marginal effect on the dynamic earth pressure and thus contributions to dynamic earth pressure are mainly horizontal inertia force.Figure 6
Comparisons of dynamic earth pressures produced by the horizontal inertia force and the vertical inertial force.


### 3.2. Effect ofkh and kV

According to the definition of the acceleration coefficient,kh can indirectly reflect the value of inertial force by dynamic loads.Figure7 shows a plot of the distributions of active earth pressure for values of kh with kV=0.5kh, φ=22.3°, β=φ/2, γ=18.8 kN/m3, H/TVs=0.25, and H/TVp=0.134. The plot shows that, at more than half the height of the pile, the impact on the earth pressure is very small and active earth pressure decreases with the increase of coefficient, kh. At less than half the height of the pile, earth pressure is greatly influenced by kh and active earth pressure increases with the acceleration coefficient increase.Figure 7
Active earth pressure distribution for different values ofkh with kV=0.5kh.


### 3.3. Effect of Soil Friction Angle (φ)

Figure8 shows the distributions of active earth pressure for values of soil friction angle φ with kV=0.5kh, kh=0.05, β=φ/2, γ=18.8 kN/m3, H/TVs=0.25, and H/TVp=0.134. When φ change from 18° to 26°, active earth pressure changes from 152.67 kPa to 105.69 kPa, which decreases by about 30.77%. In other words, each degree increased in the soil friction angle φ, and then active earth pressure decreases by 5.9 kPa.Figure 8
Active earth pressure distribution for different values of soil friction angle,φ.


### 3.4. Effect of Wall Friction Angle (β)

Figure9 shows the distributions of active earth pressure for values of wall friction angle β with kV=0.5kh, kh=0.05, φ=20°, γ=18.8 kN/m3, H/TVs=0.25, and H/TVp=0.134. Active earth pressure shows relatively marginal decrease with the increase in wall friction angle β. When β change from 0° to φ/2, the active earth pressure decreases by 3.48%, and when β change from 0° to φ, the active earth pressure decreases by 3.65%.Figure 9
Active earth pressure distribution for different values of wall friction angle,β.From (12), it can be learned that the generation of active earth pressure on retaining structure consists of three parts, including inertia force generated by vehicle loads, tension of anchor, and the gravity of soil wedge. The wall friction angle has no effect on the total earth pressure. In addition, the wall friction angle in the formula is only a denominator, calculating the distribution of earth pressure with depth. The denominator is a function of three angles, one of the angles changes, and the others change as well. Therefore, the relation between all angles is to ensure that the denominator is positive and the effect of the wall friction angle β is not worth mentioning.


### 3.5. Comparison of Results

In order to certify that present study method is effective, Figure10 shows the comparison of the test data and the active earth pressure calculated by Mononobe-Okabe method and present study with kV=0.5kh, kh=0.04, φ=22.3°, β=φ/2, γ=18.8 kN/m3, H/TVs=0.25, and H/TVp=0.134; the above parameters are obtained by experience.Figure 10
Typical comparison results forkh=0.04, kV=0.02, φ=22.3°, β=11.1°, and γ=18.8 kN/m3.It is evident from Figure10 that active earth pressure calculated by present study is close to the test data; result obtained by Mononobe-Okabe method is relatively large. What is more, distributions of active earth pressure calculated by present study and test data show clearly nonlinear vibration of vehicle loads. It is also clear from Steedman and Zeng [6, 7] that the dynamic earth pressure distribution along the height is nonlinear.


## 3.1. Effect of Rupture Angle (α)

Figure4 shows the distributions of active earth pressure for values of rupture angle α with kV=0.5kh, kh=0.05, φ=22.3°, β=φ/2, γ=18.8kN/m3, H/TVs=0.25, and H/TVp=0.134. With the increasing of rupture angle α, active earth pressure increased. Plots show that when α change from 28° to 32°, the active earth pressure increases by 16.29 kN; namely, when each degree increases in rupture angle α, the active earth pressure increased by 4.07 kPa.Figure 4
Active earth pressure distribution for different values of rupture angle,α.Similarly, whenα change from 32° to 36°, a total of the active earth pressure increases by 10.81 kPa and the average of active earth pressure increased by 2.7 kPa for each degree. The value of increment in active earth pressure decreased with increase at the same angle (α). Therefore, the greater the rupture angle, the smaller the impact range on the earth pressure. The dotted line represents the dynamic earth pressure produced by vehicle loads; the solid line represents the static earth pressure in Figure 5. Results show that the value of rupture angle decreases, with increase in proportion of dynamic earth pressure. Moreover, the greater the rupture angle, the smaller the dynamic earth pressure.Figure 5
Comparisons of static and dynamic soil pressure.In Figure6, the solid line represents the dynamic earth pressure produced by the horizontal inertia force, and the dotted line represents the dynamic earth pressure produced by the vertical inertial force; comparing the two values, results show that the vertical inertial force has a marginal effect on the dynamic earth pressure and thus contributions to dynamic earth pressure are mainly horizontal inertia force.Figure 6
Comparisons of dynamic earth pressures produced by the horizontal inertia force and the vertical inertial force.


## 3.2. Effect ofkh and kV

According to the definition of the acceleration coefficient,kh can indirectly reflect the value of inertial force by dynamic loads.Figure7 shows a plot of the distributions of active earth pressure for values of kh with kV=0.5kh, φ=22.3°, β=φ/2, γ=18.8 kN/m3, H/TVs=0.25, and H/TVp=0.134. The plot shows that, at more than half the height of the pile, the impact on the earth pressure is very small and active earth pressure decreases with the increase of coefficient, kh. At less than half the height of the pile, earth pressure is greatly influenced by kh and active earth pressure increases with the acceleration coefficient increase.Figure 7
Active earth pressure distribution for different values ofkh with kV=0.5kh.


## 3.3. Effect of Soil Friction Angle (φ)

Figure8 shows the distributions of active earth pressure for values of soil friction angle φ with kV=0.5kh, kh=0.05, β=φ/2, γ=18.8 kN/m3, H/TVs=0.25, and H/TVp=0.134. When φ change from 18° to 26°, active earth pressure changes from 152.67 kPa to 105.69 kPa, which decreases by about 30.77%. In other words, each degree increased in the soil friction angle φ, and then active earth pressure decreases by 5.9 kPa.Figure 8
Active earth pressure distribution for different values of soil friction angle,φ.


## 3.4. Effect of Wall Friction Angle (β)

Figure9 shows the distributions of active earth pressure for values of wall friction angle β with kV=0.5kh, kh=0.05, φ=20°, γ=18.8 kN/m3, H/TVs=0.25, and H/TVp=0.134. Active earth pressure shows relatively marginal decrease with the increase in wall friction angle β. When β change from 0° to φ/2, the active earth pressure decreases by 3.48%, and when β change from 0° to φ, the active earth pressure decreases by 3.65%.Figure 9
Active earth pressure distribution for different values of wall friction angle,β.From (12), it can be learned that the generation of active earth pressure on retaining structure consists of three parts, including inertia force generated by vehicle loads, tension of anchor, and the gravity of soil wedge. The wall friction angle has no effect on the total earth pressure. In addition, the wall friction angle in the formula is only a denominator, calculating the distribution of earth pressure with depth. The denominator is a function of three angles, one of the angles changes, and the others change as well. Therefore, the relation between all angles is to ensure that the denominator is positive and the effect of the wall friction angle β is not worth mentioning.


## 3.5. Comparison of Results

In order to certify that present study method is effective, Figure10 shows the comparison of the test data and the active earth pressure calculated by Mononobe-Okabe method and present study with kV=0.5kh, kh=0.04, φ=22.3°, β=φ/2, γ=18.8 kN/m3, H/TVs=0.25, and H/TVp=0.134; the above parameters are obtained by experience.Figure 10
Typical comparison results forkh=0.04, kV=0.02, φ=22.3°, β=11.1°, and γ=18.8 kN/m3.It is evident from Figure10 that active earth pressure calculated by present study is close to the test data; result obtained by Mononobe-Okabe method is relatively large. What is more, distributions of active earth pressure calculated by present study and test data show clearly nonlinear vibration of vehicle loads. It is also clear from Steedman and Zeng [6, 7] that the dynamic earth pressure distribution along the height is nonlinear.


## 4. Conclusions

Pile-anchor retaining structure is the type of deep foundation pit retaining system most frequently used in China. In this work, based on the pseudodynamic method, a solution was presented for calculating active earth pressures on piles in deep pits. The proposed solution incorporates vibration of vehicle loads, retaining structure deformations and material properties. The following are the main conclusions of the study:(1) In present method, by considering the effect of vehicle loads and the constraint of anchor structures, the solution to calculate the active earth pressure on piles under vehicle loads is obtained. The paper presents effects of parameters on earth pressure, such as rupture angle, horizontal and vertical vibration coefficient, soil friction angle, and wall friction angle.(2) The results of present analysis show that the earth pressure increases with the increase in rupture angle,α, and horizontal and vertical vibration coefficient, kh and kV, which have a great influence on the earth pressure on piles. The active earth pressure is highly sensitive to the friction angle of the soil, φ, and comparatively less sensitive to the wall friction angle, β.(3) The typical results of distribution of the earth pressure on piles show the high nonlinearity. Under the influence of many factors, the distribution of dynamic earth pressure generated by vehicle loads with depth is nonlinear, which have a great contribution to the active earth pressure on piles. In comparison of the test data and the results calculated by present study and Mononobe-Okabe method, the results show that the earth pressure gained by the proposed method coincides well with the test data. This work provides a method to calculate earth pressure on piles required for the design purpose.



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*Source: 4023827-2016-01-11.xml*