# Seismic Response of Prestressed Anchors with Frame Structure

Authors: Shuaihua Ye; Zhuangfu Zhao
Journal: Mathematical Problems in Engineering
 (2020)

---

## Abstract

Based on the equivalent mass-spring model and considering the coupling effect between creep soil and prestressed anchors, the dynamic calculation model of prestressed anchors with frame structure is established. The soil mass is expressed in the form of concentrated mass. The action of the frame structure on the soil is treated as a parallel coupling of a linear spring and a linear damper, and the free section of the anchor is treated as a linear spring. Considering the creep characteristics, the soil is regarded as a Generalized Kelvin body and the anchoring section of the anchor is regarded as an equivalent spring body, which are coupled in parallel. Considering the effect of slope height, the dynamic calculation model is solved and the seismic response is analyzed. Finally, an engineering example is used to verify the calculation method in this paper, and the results are compared with the shaking table test and numerical simulation. It shows that the calculation model proposed in this paper is safe and reasonable for the seismic design and analysis of the slope supported by prestressed anchors with frame structure.


---

## Body

## 1. Introduction

In the past, the traditional gravity retaining wall was used in the support technology of highway, railway, and building slope. These traditional retaining structures often have the disadvantages of insufficient stability and poor seismic performance. The analysis of slope stability and ground motion is still a hot topic in geotechnical engineering research. At present, some research results have been achieved on the design of flexible retaining structures. The supporting structure of prestressed anchors with frame is a new type of flexible supporting structure, which has been widely used in practical engineering. Under the seismic action, the interaction mechanism between the flexible retaining structure and the soil is extremely complicated. The seismic response of flexible support structures under seismic action still faces enormous challenges [1–6].Based on the seismic response characteristics of flexible retaining structures, a series of assumptions are made to simplify the soil-structure system, so that the conventional dynamic calculation method can be applied to the dynamic analysis of the prestressed anchors with frame. At present, several studies have been published on the seismic design of supporting structures. Ye et al. [7] established the calculation model of the frame-prestressed anchor-soil system under seismic action. Under the seismic action, the damping differential equation is established. The seismic response of the prestressing force and the anchorage axial force is solved under harmonic seismic loads. Considering the nature of the mutual influence between a structure and its supporting soil, Dong et al. [8] established a dynamic calculation model for slope stability of supporting frame with prestressed anchors. The vibration equation is derived, and the analytical solution under horizontal earthquake excitation is obtained. Considering the coupling relationship, Yan et al. [9] presented a proposed method for evaluating slope stability under seismic loads [10] that considers dynamic changes in the axial force of the anchor cables based on limit analysis and pseudodynamic methods. However, most of the dynamic calculation is based on the study of the overall calculation model of the slope system, which simplified the interaction between the supporting structure and soil. The spatial synergy of the frame-soil-anchor system cannot be clearly reflected, and the influence of the interaction between the soil and the anchor on the safety of the supporting structure is neglected. Therefore, it is necessary to establish a calculation model with spatial coordination, which takes into account both the frame-soil interaction and the soil-anchor interaction and can reflect the creep characteristics of soil and the effect of slope height.The equivalent mass-spring model was proposed in 1973 and was originally applied to the seismic design of tunnels [11, 12]. The model assumes that the deformation of the structure is controlled by the deformation of the soil layer [13–15]. As shown in Figure 1, the soil layer is divided into many soil slices perpendicular to the tunnel. Each slice is represented by an equivalent mass-spring system that includes springs, dashpots, and lumped masses [16]. According to the characteristics of prestressed anchors with frame structure and based on the equivalent mass-spring model, the calculation model of frame-soil system can be established. Under the seismic action, the frame structure in the frame-soil system is mainly controlled by the soil behind the retaining wall. Although the existence of the frame structure also reacts on the soil, the deformation of the soil plays a leading role and the deformation of the frame needs to be coordinated with the soil [17].Figure 1
The equivalent mass-spring model.Soil is a medium with complex mechanical properties with different elastic, plastic, and creep deformation properties under different stress conditions [18, 19]. The creep characteristics of soil are mainly derived from its viscosity. Considering the creep characteristics of soil, the Generalized Kelvin model can be adopted (Figure 2). The Generalized Kelvin model can describe the viscoelastic-plastic characteristics of soil and is widely used in geotechnical theoretical analysis. Engineering practice and experimental analysis show that it is relatively consistent with the actual situation and has good applicability [20, 21].Figure 2
Generalized Kelvin model.In this paper, based on the equivalent mass-spring model and considering the coupling effect of creep soil and prestressed anchors, the calculation model of prestressed anchors with frame structure is established. The soil mass is expressed in the form of concentrated mass. Considering the effect of frame structure, the action of the frame on the soil mass is treated as parallel coupling of a linear spring and a linear damper. The free section of the anchor is treated as a linear spring, and the soil is treated as a Generalized Kelvin style considering creep characteristics, which is coupled parallel to the equivalent spring of the anchorage section. Considering the effect of slope height, the prestress, axial force, and the acceleration response of anchors are solved. Finally, the results of shaking table test and numerical simulation are compared with the calculation method in this paper. The results show that the calculation model can be applied to slope support and design analysis.


## 2. Establishment of the Dynamic Calculation Model

The prestressed anchors with frame structure are a new type of support structure developed with the development of deep foundation pit and slope support technology. As shown in Figure3, it consists of frame, prestressed anchors, and soil behind the retaining wall, where the frame is composed of beams and columns, which is a lightweight structure.Figure 3
Slope supported by prestressed anchors with frame structure.In order to get the seismic response of the slope supported by the prestressed anchor with frame structure, the dynamic model of it must be established correspondingly. To make the problem easy to solve, it is necessary to simplify the structural system. Take a frame element and establish a model of slope supported by prestressed anchors with frame structure as shown in Figure4. In order to describe the seismic response of prestressed anchors with frame structure, take a single anchor as the research object in this paper and finally establish a calculation model of prestressed anchors with frame structure as shown in Figure 5. For the convenience of establishment, the model of prestressed anchors with frame structure is regarded as a combination of the model of frame structure and prestressed anchor. The process of establishing the model is as follows.Figure 4
Model of slope supported by prestressed anchors with frame structure.Figure 5
Calculation model of prestressed anchors with frame structure.


### 2.1. Establishment of the Frame Structure

The seismic response of the frame structure is affected by the soil behind the retaining wall, and the soil behind the retaining wall is also affected by the frame. In the frame-soil system, the soil interacts with the structure. The inertia force of the frame has little influence on its dynamic form, which can be ignored in the analysis. In this case, taking the soil behind the retaining wall as the research object, the frame is regarded as an elastic foundation beam [8]. The deformation of the frame structure is coordinated with the deformation of the soil. The soil behind the retaining wall is cut into several slices along the height direction of the frame and expressed by equivalent concentrated mass.The equivalent lump mass method: as shown in Figure6, taking the anchor as the center, the mass of the soil in the sliding zone is concentrated by half of the vertical distance between the anchors and half of the horizontal distance between the anchors. Since the horizontal inclination angle of the anchor is generally small, the length of the center line of the soil in Figure 6 can be approximated as Lf/cosα, and the mass of the soil can be expressed as(1)mi=ρiSHSVLfcosα,i=2,…,n−1,m1=ρ1SHSV2+S0Lfcosα,mn=ρnSHSV2+SpLfcosα,where ρi is the soil density; Lf is the length of the anchor’s free section; α is the angle between the horizontal plane and the anchor; and SV and SH are the vertical spacing of beams and horizontal spacing of columns.Figure 6
Calculation diagram of lumped mass.Based on the equivalent mass-spring model, the model of frame structure is established as shown in Figure7. When establishing the calculation model of the frame structure, the following assumptions are made [7, 8, 16]:(a)
In the process of slope vibration, the frame structure is in close contact with the soil behind the retaining wall without separation and slippage, and the deformation of the frame is synchronous with the soil.(b)
Without considering the torsional effect of beams and columns, the cross beams and columns are decomposed into independent continuous beams. Considering that the beam is an auxiliary bearing member, it only has the function of spatial coordination and is replaced by a spring in the frame. In order to simplify the model, it is not considered in the analysis. Therefore, it only takes columns as the research object in this case.(c)
Considering the interaction of soil-spring, the column is regarded as an elastic foundation beam.(d)
Considering the influence of frame on soil, the effect of frame structure on soil is considered as a parallel coupling of linear spring and linear damper.kki−1 and kki+1 are the frame spring stiffness, and cki−1 and cki+1 are the damping coefficients.Figure 7
Model of frame structure.


### 2.2. Establishment of the Prestressed Anchor

Thinking over the coupling effect of creep soil and anchors, the model of prestressed anchor is established as shown in Figure8. When establishing the calculation model of the prestressed anchor, the following assumptions are made [7, 8]:(a)
The free section of the prestressed anchor is regarded as a linear spring, with a spring stiffness coefficient ofkf. The anchoring section of the prestressed anchor is a linear elastic body with continuous mass distribution.(b)
Considering the creep characteristics of soil, the Generalized Kelvin model is adopted to simulate the creep soil. Here,El, Eh, and cl are the parameters considering the coupling effect between the creep soil and the anchor.(c)
The anchoring section of the prestressed anchor is a linear elastic body with continuous mass distribution. In the analysis, the coupling effect of creep soil and anchors is considered and an equivalent spring body is used to simulate the anchoring section of anchor, with the spring stiffness ofEa.(d)
The restraint of soil on the end of the anchor is represented by a fixed support.Figure 8
Model of the prestressed anchor.In the model, the total length of the anchor isL, of which the free section is Lf and the anchoring section is La. In the analysis, the coupling between the equivalent spring body and the Generalized Kelvin body is considered by taking the microelement body from the anchoring section of the anchor.


## 2.1. Establishment of the Frame Structure

The seismic response of the frame structure is affected by the soil behind the retaining wall, and the soil behind the retaining wall is also affected by the frame. In the frame-soil system, the soil interacts with the structure. The inertia force of the frame has little influence on its dynamic form, which can be ignored in the analysis. In this case, taking the soil behind the retaining wall as the research object, the frame is regarded as an elastic foundation beam [8]. The deformation of the frame structure is coordinated with the deformation of the soil. The soil behind the retaining wall is cut into several slices along the height direction of the frame and expressed by equivalent concentrated mass.The equivalent lump mass method: as shown in Figure6, taking the anchor as the center, the mass of the soil in the sliding zone is concentrated by half of the vertical distance between the anchors and half of the horizontal distance between the anchors. Since the horizontal inclination angle of the anchor is generally small, the length of the center line of the soil in Figure 6 can be approximated as Lf/cosα, and the mass of the soil can be expressed as(1)mi=ρiSHSVLfcosα,i=2,…,n−1,m1=ρ1SHSV2+S0Lfcosα,mn=ρnSHSV2+SpLfcosα,where ρi is the soil density; Lf is the length of the anchor’s free section; α is the angle between the horizontal plane and the anchor; and SV and SH are the vertical spacing of beams and horizontal spacing of columns.Figure 6
Calculation diagram of lumped mass.Based on the equivalent mass-spring model, the model of frame structure is established as shown in Figure7. When establishing the calculation model of the frame structure, the following assumptions are made [7, 8, 16]:(a)
In the process of slope vibration, the frame structure is in close contact with the soil behind the retaining wall without separation and slippage, and the deformation of the frame is synchronous with the soil.(b)
Without considering the torsional effect of beams and columns, the cross beams and columns are decomposed into independent continuous beams. Considering that the beam is an auxiliary bearing member, it only has the function of spatial coordination and is replaced by a spring in the frame. In order to simplify the model, it is not considered in the analysis. Therefore, it only takes columns as the research object in this case.(c)
Considering the interaction of soil-spring, the column is regarded as an elastic foundation beam.(d)
Considering the influence of frame on soil, the effect of frame structure on soil is considered as a parallel coupling of linear spring and linear damper.kki−1 and kki+1 are the frame spring stiffness, and cki−1 and cki+1 are the damping coefficients.Figure 7
Model of frame structure.


## 2.2. Establishment of the Prestressed Anchor

Thinking over the coupling effect of creep soil and anchors, the model of prestressed anchor is established as shown in Figure8. When establishing the calculation model of the prestressed anchor, the following assumptions are made [7, 8]:(a)
The free section of the prestressed anchor is regarded as a linear spring, with a spring stiffness coefficient ofkf. The anchoring section of the prestressed anchor is a linear elastic body with continuous mass distribution.(b)
Considering the creep characteristics of soil, the Generalized Kelvin model is adopted to simulate the creep soil. Here,El, Eh, and cl are the parameters considering the coupling effect between the creep soil and the anchor.(c)
The anchoring section of the prestressed anchor is a linear elastic body with continuous mass distribution. In the analysis, the coupling effect of creep soil and anchors is considered and an equivalent spring body is used to simulate the anchoring section of anchor, with the spring stiffness ofEa.(d)
The restraint of soil on the end of the anchor is represented by a fixed support.Figure 8
Model of the prestressed anchor.In the model, the total length of the anchor isL, of which the free section is Lf and the anchoring section is La. In the analysis, the coupling between the equivalent spring body and the Generalized Kelvin body is considered by taking the microelement body from the anchoring section of the anchor.


## 3. Establishment and Solution of Dynamic Control Equation

### 3.1. Seismic Excitation considering the Effect of Slope Height

Generally, the seismic excitation shows random ground motion. In order to facilitate calculation, the random ground motion can be adjusted to regular simple harmonics according to the principle of acceleration equivalence [22]:(2)ug′t=0.1M−1ugmax′sin2πTgt,where ugmax′ is the peak value of earthquake acceleration; Tg is the period of earthquake motion; and M is the magnitude. The adjusted ground motion can be analyzed according to simple harmonics.The seismic excitationug′t is vertically incident from the bottom of the slope and will puce reflection and refraction in the process of propagating through soil to the slope surface and anchor interface. Various types of waves overlap each other in the slope body to form a complex seismic wave field, resulting in different motion laws of different particles in the slope. Measured by the seismic acceleration ugt, the difference between the particles is reflected in the magnitude of the amplitude and the time difference of the arrival of the first wave, but the vibration frequency is consistent.For this reason, the coefficient of slope height effect (the anchoring height amplification coefficientψhi, the acceleration lag delay coefficient t0hi) is induced, and the seismic acceleration ugt corresponding to different anchoring heights hi of the slope can refer to the general dynamic response law of the slope [23].WhenH¯<H¯thre,(3)ugt=00≤t<t0hiψhiug′t−t0hit≥t0hi,ψhi=1+hiHαmax−1.WhenH¯≥H¯thre,(4)ugt=00≤t<t0hiψhiug′t−t0hit≥t0hi,ψhi=1hi<H¯−H¯thre1+αmax−1hi−H¯+H¯threH¯threH¯≥hi>H¯−H¯thre,where H¯thre is the critical height, H¯thre=0.2TgGs/ρ; t0hi is the acceleration lag delay coefficient, t0hi=hiρ/Gs; αmax is the dynamic amplification factor, 3.0, 2.5, and 2.0 are taken when the seismic fortification intensity is 7, 8, and 9 degrees, respectively; Gs and ρ are the shear modulus and density of the slope soil respectively; and hi is the vertical distance between the anchor position and the slope toe.


### 3.2. Establishment of Dynamic Control Equation

Under the action of earthquake, the calculation model of the prestressed anchors with frame structure is shown in Figure5. In order to facilitate the dynamic solution, it is decomposed into the model unit 1 and the model unit 2 (Figure 9), where the model unit 1 represents the frame structure—prestressed anchor system. The model element 2 is a microelement taken from the anchoring section of the anchor and represents the prestressed anchor—soil system.Figure 9
The calculation unit of the model. (a) Model unit 1. (b) Model unit 2.
(a)
(b)According to Figure9(a), the following formula is obtained:(5)m∂2uk∂t2+cki+1+cki−1∂uk∂t+kki+1+kki−1u1=−Fet−Fp,(6)Fet=m∂2ug∂t2cosα,(7)Fp=kfu1,where Fp is the prestress of the anchor; Fet is the seismic load; u1 is the displacement of the free section of the anchor, which is equal to the displacement of the frame uk according to the assumption, that is u1=uk; and Fa1 is the concentrated mass inertial force, Fa1=m∂2uk/∂t2. To simplify the analysis process, let(8)ck=cki+1+cki−1,kk=kki+1+kki−1.Among them,ck and kk are the damping coefficient and spring stiffness of the frame, respectively. Substituting formulas (6) to (8) into formula (5), the solution is set as follows:(9)m∂2u1∂t2+ck∂u1∂t+kk−kfu1=−m∂2ug∂t2cosα.Taking the microelement from the anchoring section of the anchor, as shown in Figure9(b), the following formula is obtained:(10)F+∂F∂x+Fp+Fa2+Fet=dFd+F,where F is the microelement internal force of anchoring section, F=AsEa∂u2/∂x; Ea and As are the elastic modulus and cross-sectional area of the anchoring section, respectively; the relation between them is Ea=ka/As; u2 is the relative displacement of anchoring section; Fa2 is the centralized mass inertia force in anchoring section, Fa2=ρAs∂2u2/∂t2dx; and Fet is the earthquake load, Fet=ρAs∂2ug/∂t2dxcosα.It can be concluded that(11)AsEa∂2u2∂x2dx+kfu1+ρAs∂2u2∂t2dx−dFd=−ρAs∂2ug∂t2dxcosα,where dFd is the axial force increment of the microelement in the anchoring section. The calculation method is as follows.As shown in Figure10, considering the relationship between the anchor and the soil mass, the established coupled calculation model is composed of two parts: the first part is the General Kelvin model, which is used to simulate the creep soil; the second part is an equivalent spring body, which is used to simulate the anchor. According to the principle of series-parallel connection of components:Series connection:σ=σ1=σ2=⋯,ε=ε1+ε2+⋯;Parallel connection:σ=σ1+σ2+⋯,ε=ε1=ε2=⋯;Figure 10
Coupled model of anchor-creep medium.The constitutive equation of Generalized Kelvin style is obtained:(12)clEhσ˙+1+ElEhσ=clε˙+Elε.That is,(13)σ˙+El+Ehclσ=Ehclε˙+EhElεcl.The solution is as follows:(14)σ=Ce−Eh+El/clt+Ehclε˙+EhElεEl+Eh.Whent=0andσ=0, there are(15)C=−Ehclε˙+EhElεEl+Eh,(16)σ=−Ehclε˙+EhElεEl+Ehe−kh+kl/clt+Ehclε˙+EhElεEl+Eh.Formula (16) takes into account the coupling of creep soil and prestressed anchors. When the initial strain of anchorage section is εε=∂u2/∂x, the axial force increment of microelement in the anchorage section is as follows:(17)dFd=σAsdx=1−PEhclAsEl+Eh∂2u2∂x2+EhElAsEl+Eh∂u2∂xdx,(18)P=e−Eh+El/clt.Substituting formula (17) into formula (11), the following formula can be obtained:(19)Eaρ∂2u2∂x2+kfρAs1Δxu1+∂2u2∂t2−1−PρEhclEl+Eh∂2u2∂x2+1−PρEhElEl+Eh∂u2∂x=−∂2ug∂t2cosα.LetA=Ea/ρ−1−P/ρEhcl/El+Eh, B=kf/ρAs, and C=1−P/ρEhEl/El+Eh.Then, formula (19) is transformed into(20)A2∂2u2∂x2+∂2u2∂t2+B1Δxu1−C∂u2∂x=−∂2ug∂t2cosα.Initial conditions are as follows:(21)u10,t=0,La≤x≤L,u20,t=0,0≤x≤La.Boundary conditions are as follows:(22)u10,t=0,(23)∂u1x,t∂xx=L=∂ukx,t∂xx=L.Displacement coordination condition is as follows:(24)u1La,t=u2La,t.


### 3.3. Dynamic Response Solution

According to formulas (2)–(4), when 0≤t<t0hi, there is no seismic acceleration response. When t≥t0hi, the earthquake acceleration is ug=ψhiug′sinωt−t0hi. To simplify the calculation, let ug=ψhiUgeiωt−t0hi. Here, Ug is the simple harmonic motion amplitude. The complex number method is used to solve the problem, and the imaginary part after solution is actual seismic excitation response [24]. The seismic excitation is substituted into formula (9) to obtain(25)m∂2u1∂t2+ck∂u1∂t+kk−kfu1=mcosαψhiUgω2eiωt−t0hi.Assuming that the solution of the formula isu1x,t=ψhiU1eiωt−t0hi; substitute it into formula (25) to obtain(26)−mω2U1+iωckU1+kk−kfU1=mω2Ugcosα.Solve(27)U1=mω2Ugcosαiωck−mω2+kk−kf,u1x,t=mω2Ugcosαiωck−mω2+kk−kfψhieiωt−t0hi.Similarly, the seismic excitationug=ψhiug′sinωt−t0hi is substituted into formula (20) and u1 is considered as known. Let u2x,t=ψhiU2eiωt−t0hi be the solution of formula (20); then, it is transformed into(28)A2d2U2dx2−ω2U2−iCωU2=ω2Ugcosα−Bu1/Δxψhieiωt−t0hi.That is,(29)d2U2dx2−ω2+iCωU2=ω2Ugcosα−Bu1/Δx/ψhieiωt−t0hiA2.LetD1=−ω2+iCω, D2=ω2Ugcosα−Bu1/Δx/ψhieiωt−t0hi/A2. Then, the formula becomes(30)d2U2dx2+D1U2=D2.The solution of formula (30) is as follows:(31)U2x=C1cosD1x+C2sinD1x+D2D1.The final solution of the displacement of the anchorage section is(32)u2x,t=C1cosD1x+C2sinD1x+D2D1ψhieiωt−t0hi,where C1 and C2 are determined by boundary conditions and displacement coordination conditions; they are substituted into formulae (22) and (24), respectively, to obtain the solution as follows:(33)C1=−D2D1,C2=mω2Ugcosα/iωck−mω2+kk−kf−D2/D11−cosD1LasinD1La.For specifichi, ψhi and t0hi are considered as constants. In order to simplify the problem, the effect of acceleration delay can be neglected. That is, t0hi=0. It is considered that the vibration of each particle is synchronous, so that the calculation results are larger and safer, which also conforms to the design concept. The acceleration response can also be obtained from formula (32):(34)a2x,t=−C1cosD1x+C2sinD1x+D2D1ω2ψhieiωt−t0hi.Letu1¯x,t be the imaginary part of u1x,t, and let u2¯x,t be the imaginary part of u2x,t. The prestress increment response of the free section obtained as follows:(35)Fp=kfu1¯x,t.The axial force incremental response of anchoring section is(36)Fd=1−PEhclAsEl+Eh∂2u2¯∂x2+EhElAsEl+Eh∂u2¯∂x.


## 3.1. Seismic Excitation considering the Effect of Slope Height

Generally, the seismic excitation shows random ground motion. In order to facilitate calculation, the random ground motion can be adjusted to regular simple harmonics according to the principle of acceleration equivalence [22]:(2)ug′t=0.1M−1ugmax′sin2πTgt,where ugmax′ is the peak value of earthquake acceleration; Tg is the period of earthquake motion; and M is the magnitude. The adjusted ground motion can be analyzed according to simple harmonics.The seismic excitationug′t is vertically incident from the bottom of the slope and will puce reflection and refraction in the process of propagating through soil to the slope surface and anchor interface. Various types of waves overlap each other in the slope body to form a complex seismic wave field, resulting in different motion laws of different particles in the slope. Measured by the seismic acceleration ugt, the difference between the particles is reflected in the magnitude of the amplitude and the time difference of the arrival of the first wave, but the vibration frequency is consistent.For this reason, the coefficient of slope height effect (the anchoring height amplification coefficientψhi, the acceleration lag delay coefficient t0hi) is induced, and the seismic acceleration ugt corresponding to different anchoring heights hi of the slope can refer to the general dynamic response law of the slope [23].WhenH¯<H¯thre,(3)ugt=00≤t<t0hiψhiug′t−t0hit≥t0hi,ψhi=1+hiHαmax−1.WhenH¯≥H¯thre,(4)ugt=00≤t<t0hiψhiug′t−t0hit≥t0hi,ψhi=1hi<H¯−H¯thre1+αmax−1hi−H¯+H¯threH¯threH¯≥hi>H¯−H¯thre,where H¯thre is the critical height, H¯thre=0.2TgGs/ρ; t0hi is the acceleration lag delay coefficient, t0hi=hiρ/Gs; αmax is the dynamic amplification factor, 3.0, 2.5, and 2.0 are taken when the seismic fortification intensity is 7, 8, and 9 degrees, respectively; Gs and ρ are the shear modulus and density of the slope soil respectively; and hi is the vertical distance between the anchor position and the slope toe.


## 3.2. Establishment of Dynamic Control Equation

Under the action of earthquake, the calculation model of the prestressed anchors with frame structure is shown in Figure5. In order to facilitate the dynamic solution, it is decomposed into the model unit 1 and the model unit 2 (Figure 9), where the model unit 1 represents the frame structure—prestressed anchor system. The model element 2 is a microelement taken from the anchoring section of the anchor and represents the prestressed anchor—soil system.Figure 9
The calculation unit of the model. (a) Model unit 1. (b) Model unit 2.
(a)
(b)According to Figure9(a), the following formula is obtained:(5)m∂2uk∂t2+cki+1+cki−1∂uk∂t+kki+1+kki−1u1=−Fet−Fp,(6)Fet=m∂2ug∂t2cosα,(7)Fp=kfu1,where Fp is the prestress of the anchor; Fet is the seismic load; u1 is the displacement of the free section of the anchor, which is equal to the displacement of the frame uk according to the assumption, that is u1=uk; and Fa1 is the concentrated mass inertial force, Fa1=m∂2uk/∂t2. To simplify the analysis process, let(8)ck=cki+1+cki−1,kk=kki+1+kki−1.Among them,ck and kk are the damping coefficient and spring stiffness of the frame, respectively. Substituting formulas (6) to (8) into formula (5), the solution is set as follows:(9)m∂2u1∂t2+ck∂u1∂t+kk−kfu1=−m∂2ug∂t2cosα.Taking the microelement from the anchoring section of the anchor, as shown in Figure9(b), the following formula is obtained:(10)F+∂F∂x+Fp+Fa2+Fet=dFd+F,where F is the microelement internal force of anchoring section, F=AsEa∂u2/∂x; Ea and As are the elastic modulus and cross-sectional area of the anchoring section, respectively; the relation between them is Ea=ka/As; u2 is the relative displacement of anchoring section; Fa2 is the centralized mass inertia force in anchoring section, Fa2=ρAs∂2u2/∂t2dx; and Fet is the earthquake load, Fet=ρAs∂2ug/∂t2dxcosα.It can be concluded that(11)AsEa∂2u2∂x2dx+kfu1+ρAs∂2u2∂t2dx−dFd=−ρAs∂2ug∂t2dxcosα,where dFd is the axial force increment of the microelement in the anchoring section. The calculation method is as follows.As shown in Figure10, considering the relationship between the anchor and the soil mass, the established coupled calculation model is composed of two parts: the first part is the General Kelvin model, which is used to simulate the creep soil; the second part is an equivalent spring body, which is used to simulate the anchor. According to the principle of series-parallel connection of components:Series connection:σ=σ1=σ2=⋯,ε=ε1+ε2+⋯;Parallel connection:σ=σ1+σ2+⋯,ε=ε1=ε2=⋯;Figure 10
Coupled model of anchor-creep medium.The constitutive equation of Generalized Kelvin style is obtained:(12)clEhσ˙+1+ElEhσ=clε˙+Elε.That is,(13)σ˙+El+Ehclσ=Ehclε˙+EhElεcl.The solution is as follows:(14)σ=Ce−Eh+El/clt+Ehclε˙+EhElεEl+Eh.Whent=0andσ=0, there are(15)C=−Ehclε˙+EhElεEl+Eh,(16)σ=−Ehclε˙+EhElεEl+Ehe−kh+kl/clt+Ehclε˙+EhElεEl+Eh.Formula (16) takes into account the coupling of creep soil and prestressed anchors. When the initial strain of anchorage section is εε=∂u2/∂x, the axial force increment of microelement in the anchorage section is as follows:(17)dFd=σAsdx=1−PEhclAsEl+Eh∂2u2∂x2+EhElAsEl+Eh∂u2∂xdx,(18)P=e−Eh+El/clt.Substituting formula (17) into formula (11), the following formula can be obtained:(19)Eaρ∂2u2∂x2+kfρAs1Δxu1+∂2u2∂t2−1−PρEhclEl+Eh∂2u2∂x2+1−PρEhElEl+Eh∂u2∂x=−∂2ug∂t2cosα.LetA=Ea/ρ−1−P/ρEhcl/El+Eh, B=kf/ρAs, and C=1−P/ρEhEl/El+Eh.Then, formula (19) is transformed into(20)A2∂2u2∂x2+∂2u2∂t2+B1Δxu1−C∂u2∂x=−∂2ug∂t2cosα.Initial conditions are as follows:(21)u10,t=0,La≤x≤L,u20,t=0,0≤x≤La.Boundary conditions are as follows:(22)u10,t=0,(23)∂u1x,t∂xx=L=∂ukx,t∂xx=L.Displacement coordination condition is as follows:(24)u1La,t=u2La,t.


## 3.3. Dynamic Response Solution

According to formulas (2)–(4), when 0≤t<t0hi, there is no seismic acceleration response. When t≥t0hi, the earthquake acceleration is ug=ψhiug′sinωt−t0hi. To simplify the calculation, let ug=ψhiUgeiωt−t0hi. Here, Ug is the simple harmonic motion amplitude. The complex number method is used to solve the problem, and the imaginary part after solution is actual seismic excitation response [24]. The seismic excitation is substituted into formula (9) to obtain(25)m∂2u1∂t2+ck∂u1∂t+kk−kfu1=mcosαψhiUgω2eiωt−t0hi.Assuming that the solution of the formula isu1x,t=ψhiU1eiωt−t0hi; substitute it into formula (25) to obtain(26)−mω2U1+iωckU1+kk−kfU1=mω2Ugcosα.Solve(27)U1=mω2Ugcosαiωck−mω2+kk−kf,u1x,t=mω2Ugcosαiωck−mω2+kk−kfψhieiωt−t0hi.Similarly, the seismic excitationug=ψhiug′sinωt−t0hi is substituted into formula (20) and u1 is considered as known. Let u2x,t=ψhiU2eiωt−t0hi be the solution of formula (20); then, it is transformed into(28)A2d2U2dx2−ω2U2−iCωU2=ω2Ugcosα−Bu1/Δxψhieiωt−t0hi.That is,(29)d2U2dx2−ω2+iCωU2=ω2Ugcosα−Bu1/Δx/ψhieiωt−t0hiA2.LetD1=−ω2+iCω, D2=ω2Ugcosα−Bu1/Δx/ψhieiωt−t0hi/A2. Then, the formula becomes(30)d2U2dx2+D1U2=D2.The solution of formula (30) is as follows:(31)U2x=C1cosD1x+C2sinD1x+D2D1.The final solution of the displacement of the anchorage section is(32)u2x,t=C1cosD1x+C2sinD1x+D2D1ψhieiωt−t0hi,where C1 and C2 are determined by boundary conditions and displacement coordination conditions; they are substituted into formulae (22) and (24), respectively, to obtain the solution as follows:(33)C1=−D2D1,C2=mω2Ugcosα/iωck−mω2+kk−kf−D2/D11−cosD1LasinD1La.For specifichi, ψhi and t0hi are considered as constants. In order to simplify the problem, the effect of acceleration delay can be neglected. That is, t0hi=0. It is considered that the vibration of each particle is synchronous, so that the calculation results are larger and safer, which also conforms to the design concept. The acceleration response can also be obtained from formula (32):(34)a2x,t=−C1cosD1x+C2sinD1x+D2D1ω2ψhieiωt−t0hi.Letu1¯x,t be the imaginary part of u1x,t, and let u2¯x,t be the imaginary part of u2x,t. The prestress increment response of the free section obtained as follows:(35)Fp=kfu1¯x,t.The axial force incremental response of anchoring section is(36)Fd=1−PEhclAsEl+Eh∂2u2¯∂x2+EhElAsEl+Eh∂u2¯∂x.


## 4. Engineering Examples and Verification

### 4.1. Project Overview

A slope in Lanzhou Citizen in Gansu Province, China, with a slope height of 12.0 m is considered, the soil is loess, and the soil parameters are shown in Table1. The angle between the slope and the horizontal plane is 80 degrees, the seismic fortification intensity is 8 degrees, and the ground motion acceleration peak is 0.3 g.Table 1
Soil parameters.
Statistical parameter
Unit weightγ (kN/m3)
Cohesionc (kPa)
Friction angleφ (deg)
Ultimate frictionqs (kPa)
Value
16.4
18
25.0
50.0Through scheme optimization, the slope is supported by prestressed anchors with frame structure. Table2 shows the design results. The cross-sectional dimensions of frame beam and column are 300 mm × 300 mm, and the thickness of retaining plate is 150 mm. The design profile is shown in Figure 11.Table 2
Design results of anchors.
Anchor layer
Horizontal distance (m)
Vertical distance (m)
Anchorage body diameter (mm)
Reinforcement diameter (mm)
Free segment length (m)
Anchorage segment length (m)
Total length of the anchor (m)
1
2.0
2.0
150
28
6
10
16
2
2.0
2.0
150
28
5
10
15
3
2.0
2.0
150
28
5
9
14
4
2.0
2.0
150
28
4
8
12
5
2.0
2.0
150
28
4
7
11
6
2.0
2.0
150
28
4
5
9Figure 11
Slope support profile.


### 4.2. Seismic Response

Calculation parameters [7, 8, 25] are as follows:(a)
The seismic excitation input is a horizontal sine wave with a seismic frequency of 2 Hz and an acceleration with a peak of 0.30 g.(b)
The elastic modulus of the anchoring section isEa=8×109N/m. The elastic modulus of the anchor is E=2.6GPa.(c)
Creep parameters of soil areEh=9.3MPa, El=7.7MPa, and cl=8160kN⋅s/m. The Poisson’s ratio of soil is μ=0.3. The shear modulus of soil is Gs=10.5MPa.The above method is used to analyze the ground motion response of slope. By calculation,H¯thre=2.53m. ψhi and t0hi are calculated according to formula (4). In order to compare the effect of slope height conveniently, the dynamic responses of the first, third, and sixth rows of anchors are listed in this paper, the prestress increment response of free section under earthquake are given through formula (35) as shown in Figure 12. The axial force increment response of anchoring section obtained by formula (36) is shown in Figure 13.Figure 12
Prestress increment time histories. (a) The first row of anchors. (b) The third row of anchors. (c) The sixth row of anchors.
(a)
(b)
(c)Figure 13
Anchorage axial force increment time histories. (a) The first row of anchors (x=10m). (b) The third row of anchors (x=9m). (c) The sixth row of anchors (x=5m).
(a)
(b)
(c)Due to the elastic deformation of the free section of anchor, the prestress changes with time. As shown in Figure12, the prestress increment is 22 kN in the first row, 9.2 kN in the third row, and 7.5 kN in the sixth row. Then, the prestress of the anchor is 122 kN in the first row, 109.2 kN in the third row, and 107.5 kN in the sixth row, respectively. That is, the prestress of the anchor from the bottom of the slope to the top of the slope increases gradually along the direction of the slope height, with significant amplification effect at the top of the slope.Considering the coupling effect of creep soil and prestressed anchors, the axial force of the anchoring section of the anchor has changed. Figure13 shows the increment of the axial force at the connection between the free section and the anchorage section, which is 24.8 kN in the first row, 12 kN in the third row, and 3.3 kN in the sixth row from the bottom of the slope to the top of the slope along the direction of the slope height. So, the axial forces at the connection between free section and anchorage section are 124.8 kN, 112 kN, and 103.3 kN, respectively. From Figures 12 and 13, it can be seen that the seismic response of each layer of anchors is different at the time when the first wave reaches the peak, which indicates that when considering the effect of slope height, the seismic response of slope body has amplitude difference and delay phenomenon, with significant amplification effect at the top of slope.


### 4.3. Test Verification

The results of the shaking table model test of the slope supported by frame anchors in reference [26] are compared with this paper. The acceleration response is compared and analyzed here.Figure14 is the acceleration time-history curve of the first row of anchors and the sixth row of anchors calculated by the method in this paper (which is obtained by formula (34)), in which the peak acceleration of the first row is 5.1 m/s2 and the peak acceleration of the sixth row is 3.2 m/s2. The peak acceleration is enlarged to different degrees, especially at the top of the slope. Figure 15 shows the distribution of acceleration amplification factor along the slope height of slope supported by frame with prestressed anchors under earthquake (where h is the height of measuring point and H is the total height of slope). In the shaking table test, the seismic wave (in reference [26], the working condition of Lanzhou wave) is selected when the peak acceleration is 0.3 g. It can be seen that the result of the shaking table test is close to the calculated value in this paper, and the amplification effect of the calculated value at the top of the slope is larger than the test value. In practical engineering, the support design based on the calculation method in this paper will be more conservative and safer.Figure 14
Acceleration time histories. (a) The first row of anchors. (b) The sixth row of anchors.
(a)
(b)Figure 15
Acceleration amplification factor.


### 4.4. Numerical Verification

According to the engineering example in Section4.1, the finite element software PLAXIS 3D is used to carry out the numerical simulation of the slope supported by prestressed anchors with frame, in which the soil mass of the slope is loess, and the parameters of soil are the same as those in Table 1, and the structural parameters are shown in Table 3. The constitutive relation of the model soil was Coulomb–Moore elastic-plastic model, and the model size is 50m×25m×2m. The beam and column adopt beam unit, the free section of the anchor adopts point-to-point anchor unit, and the anchoring section adopts the embedded pile unit. Rayleigh damping is adopted for damping. The free section is in rigid contact with the anchoring section. The input seismic wave is shown in Figure 16. The model is built as shown in Figure 17.Table 3
Material parameters of supporting structures.
Parameter
Beam and column
Free segment of the anchor
Anchoring section of the anchor
Retaining plate
E (kN/m2)
2.5 × 107
6.5 × 104
3.0 × 107
1.495 × 106
γ (kN/m3)
25
—
22
22
Beam type
Predefined
—
Predefined
—
Predefined beam type
Massive rectangular beam
—
Massive circular beam
—
Height (m)
0.8
—
Diameter = 0.15
Thickness = 0.15
Width (m)
0.8
—
Side friction
—
—
Linear elastic
—
Ultimate side friction of pile top
—
—
200 kN/m
—
Ultimate side friction of pile bottom
—
—
0 kN/m
—
Limit reaction force of pile bottom
—
—
0 kN
—Figure 16
The input seismic wave.Figure 17
Finite element model. (a) The model of prestressed anchors with frame structure. (b) Established model.
(a)
(b)The axial force of the anchor is analyzed. The distribution of the axial force is given in Figure18 and Table 4. It can be seen that the distribution of the axial force is basically the same. The axial force of the anchorage section decreases gradually along the length of the anchor; that is, from the connection between the free section and the anchorage section to the end of the anchor, the axial force becomes smaller and smaller. The peak values of the first row of anchor are 122 kN and 115.27 kN, respectively, and the sixth row of anchor are 107.5 kN and 97.48 kN, respectively.Figure 18
Distribution of axial force.Table 4
Peak axial force for anchors.
Number of anchor rows
1
2
3
4
5
6
Numerical result (kN)
115.27
100.69
99.68
97.56
97.52
97.48
Theoretical result (kN)
122
117
112
110
107.5
107.5Because the effect of frame on soil is considered in this paper, the calculated axial force of anchor in free section is larger than that of numerical simulation. From Table4, it can be seen that the numerical simulation results are very close to the calculated values in this paper. There are some errors between the numerical simulation results and the calculation results in this paper, which are mainly caused by the simplification of the theoretical calculation model and the influence of the selection of materials and simulation elements in the finite element numerical model.Figure19 shows the acceleration time-history curves of the first and sixth rows of anchors. It can be seen that the acceleration peak values of the first row and the sixth row are 5.34 m/s2 and 3.57 m/s2, respectively, while the acceleration peak values calculated in this paper are 5.1 m/s2 and 3.2 m/s2, respectively (Figure 16). The results are very close, and the difference of frequency and amplitude is mainly caused by the simplification process of the calculation method in this paper, which has little influence on the results. It shows that the method proposed in this paper is reasonable and feasible.Figure 19
Acceleration time histories. (a) The first row of anchors. (b) The sixth row of anchors.
(a)
(b)


## 4.1. Project Overview

A slope in Lanzhou Citizen in Gansu Province, China, with a slope height of 12.0 m is considered, the soil is loess, and the soil parameters are shown in Table1. The angle between the slope and the horizontal plane is 80 degrees, the seismic fortification intensity is 8 degrees, and the ground motion acceleration peak is 0.3 g.Table 1
Soil parameters.
Statistical parameter
Unit weightγ (kN/m3)
Cohesionc (kPa)
Friction angleφ (deg)
Ultimate frictionqs (kPa)
Value
16.4
18
25.0
50.0Through scheme optimization, the slope is supported by prestressed anchors with frame structure. Table2 shows the design results. The cross-sectional dimensions of frame beam and column are 300 mm × 300 mm, and the thickness of retaining plate is 150 mm. The design profile is shown in Figure 11.Table 2
Design results of anchors.
Anchor layer
Horizontal distance (m)
Vertical distance (m)
Anchorage body diameter (mm)
Reinforcement diameter (mm)
Free segment length (m)
Anchorage segment length (m)
Total length of the anchor (m)
1
2.0
2.0
150
28
6
10
16
2
2.0
2.0
150
28
5
10
15
3
2.0
2.0
150
28
5
9
14
4
2.0
2.0
150
28
4
8
12
5
2.0
2.0
150
28
4
7
11
6
2.0
2.0
150
28
4
5
9Figure 11
Slope support profile.


## 4.2. Seismic Response

Calculation parameters [7, 8, 25] are as follows:(a)
The seismic excitation input is a horizontal sine wave with a seismic frequency of 2 Hz and an acceleration with a peak of 0.30 g.(b)
The elastic modulus of the anchoring section isEa=8×109N/m. The elastic modulus of the anchor is E=2.6GPa.(c)
Creep parameters of soil areEh=9.3MPa, El=7.7MPa, and cl=8160kN⋅s/m. The Poisson’s ratio of soil is μ=0.3. The shear modulus of soil is Gs=10.5MPa.The above method is used to analyze the ground motion response of slope. By calculation,H¯thre=2.53m. ψhi and t0hi are calculated according to formula (4). In order to compare the effect of slope height conveniently, the dynamic responses of the first, third, and sixth rows of anchors are listed in this paper, the prestress increment response of free section under earthquake are given through formula (35) as shown in Figure 12. The axial force increment response of anchoring section obtained by formula (36) is shown in Figure 13.Figure 12
Prestress increment time histories. (a) The first row of anchors. (b) The third row of anchors. (c) The sixth row of anchors.
(a)
(b)
(c)Figure 13
Anchorage axial force increment time histories. (a) The first row of anchors (x=10m). (b) The third row of anchors (x=9m). (c) The sixth row of anchors (x=5m).
(a)
(b)
(c)Due to the elastic deformation of the free section of anchor, the prestress changes with time. As shown in Figure12, the prestress increment is 22 kN in the first row, 9.2 kN in the third row, and 7.5 kN in the sixth row. Then, the prestress of the anchor is 122 kN in the first row, 109.2 kN in the third row, and 107.5 kN in the sixth row, respectively. That is, the prestress of the anchor from the bottom of the slope to the top of the slope increases gradually along the direction of the slope height, with significant amplification effect at the top of the slope.Considering the coupling effect of creep soil and prestressed anchors, the axial force of the anchoring section of the anchor has changed. Figure13 shows the increment of the axial force at the connection between the free section and the anchorage section, which is 24.8 kN in the first row, 12 kN in the third row, and 3.3 kN in the sixth row from the bottom of the slope to the top of the slope along the direction of the slope height. So, the axial forces at the connection between free section and anchorage section are 124.8 kN, 112 kN, and 103.3 kN, respectively. From Figures 12 and 13, it can be seen that the seismic response of each layer of anchors is different at the time when the first wave reaches the peak, which indicates that when considering the effect of slope height, the seismic response of slope body has amplitude difference and delay phenomenon, with significant amplification effect at the top of slope.


## 4.3. Test Verification

The results of the shaking table model test of the slope supported by frame anchors in reference [26] are compared with this paper. The acceleration response is compared and analyzed here.Figure14 is the acceleration time-history curve of the first row of anchors and the sixth row of anchors calculated by the method in this paper (which is obtained by formula (34)), in which the peak acceleration of the first row is 5.1 m/s2 and the peak acceleration of the sixth row is 3.2 m/s2. The peak acceleration is enlarged to different degrees, especially at the top of the slope. Figure 15 shows the distribution of acceleration amplification factor along the slope height of slope supported by frame with prestressed anchors under earthquake (where h is the height of measuring point and H is the total height of slope). In the shaking table test, the seismic wave (in reference [26], the working condition of Lanzhou wave) is selected when the peak acceleration is 0.3 g. It can be seen that the result of the shaking table test is close to the calculated value in this paper, and the amplification effect of the calculated value at the top of the slope is larger than the test value. In practical engineering, the support design based on the calculation method in this paper will be more conservative and safer.Figure 14
Acceleration time histories. (a) The first row of anchors. (b) The sixth row of anchors.
(a)
(b)Figure 15
Acceleration amplification factor.


## 4.4. Numerical Verification

According to the engineering example in Section4.1, the finite element software PLAXIS 3D is used to carry out the numerical simulation of the slope supported by prestressed anchors with frame, in which the soil mass of the slope is loess, and the parameters of soil are the same as those in Table 1, and the structural parameters are shown in Table 3. The constitutive relation of the model soil was Coulomb–Moore elastic-plastic model, and the model size is 50m×25m×2m. The beam and column adopt beam unit, the free section of the anchor adopts point-to-point anchor unit, and the anchoring section adopts the embedded pile unit. Rayleigh damping is adopted for damping. The free section is in rigid contact with the anchoring section. The input seismic wave is shown in Figure 16. The model is built as shown in Figure 17.Table 3
Material parameters of supporting structures.
Parameter
Beam and column
Free segment of the anchor
Anchoring section of the anchor
Retaining plate
E (kN/m2)
2.5 × 107
6.5 × 104
3.0 × 107
1.495 × 106
γ (kN/m3)
25
—
22
22
Beam type
Predefined
—
Predefined
—
Predefined beam type
Massive rectangular beam
—
Massive circular beam
—
Height (m)
0.8
—
Diameter = 0.15
Thickness = 0.15
Width (m)
0.8
—
Side friction
—
—
Linear elastic
—
Ultimate side friction of pile top
—
—
200 kN/m
—
Ultimate side friction of pile bottom
—
—
0 kN/m
—
Limit reaction force of pile bottom
—
—
0 kN
—Figure 16
The input seismic wave.Figure 17
Finite element model. (a) The model of prestressed anchors with frame structure. (b) Established model.
(a)
(b)The axial force of the anchor is analyzed. The distribution of the axial force is given in Figure18 and Table 4. It can be seen that the distribution of the axial force is basically the same. The axial force of the anchorage section decreases gradually along the length of the anchor; that is, from the connection between the free section and the anchorage section to the end of the anchor, the axial force becomes smaller and smaller. The peak values of the first row of anchor are 122 kN and 115.27 kN, respectively, and the sixth row of anchor are 107.5 kN and 97.48 kN, respectively.Figure 18
Distribution of axial force.Table 4
Peak axial force for anchors.
Number of anchor rows
1
2
3
4
5
6
Numerical result (kN)
115.27
100.69
99.68
97.56
97.52
97.48
Theoretical result (kN)
122
117
112
110
107.5
107.5Because the effect of frame on soil is considered in this paper, the calculated axial force of anchor in free section is larger than that of numerical simulation. From Table4, it can be seen that the numerical simulation results are very close to the calculated values in this paper. There are some errors between the numerical simulation results and the calculation results in this paper, which are mainly caused by the simplification of the theoretical calculation model and the influence of the selection of materials and simulation elements in the finite element numerical model.Figure19 shows the acceleration time-history curves of the first and sixth rows of anchors. It can be seen that the acceleration peak values of the first row and the sixth row are 5.34 m/s2 and 3.57 m/s2, respectively, while the acceleration peak values calculated in this paper are 5.1 m/s2 and 3.2 m/s2, respectively (Figure 16). The results are very close, and the difference of frequency and amplitude is mainly caused by the simplification process of the calculation method in this paper, which has little influence on the results. It shows that the method proposed in this paper is reasonable and feasible.Figure 19
Acceleration time histories. (a) The first row of anchors. (b) The sixth row of anchors.
(a)
(b)


## 5. Conclusions

By establishing and solving the dynamic calculation model of the supporting structure of prestressed anchors with frame structure, the following conclusions are obtained:(1)
Considering the coupling effect between creep soil and prestressed anchors, the equivalent mass-spring model is applied to the dynamic calculation model of the supporting structure of prestressed anchors with frame structure, and the dynamic calculation model under earthquake action considering the effect of slope height is established and solved.(2)
The model can clearly describe the influence of the frame structure on the soil and the coupling effect between the creep soil and the prestressed anchors, thus realizing the cooperative work of the frame structure, the soil, and the anchor and ensuring the reliability and safety of the supporting structure.(3)
The model can reflect the response of prestress and axial force of the anchor, as well as the seismic response of the anchor along the slope height. When considering the effect of slope height, the seismic response of slope body has amplitude difference and delay phenomenon, with significant amplification effect at the top of slope. The acceleration response increases in varying degrees. The axial force response increases significantly at the top of the slope.(4)
The calculation results in this paper are consistent with the dynamic response shown by numerical simulation and shaking table test, which indicates that the calculation model can be applied to the seismic design of reinforced slopes, which provides a basis for the analysis of the seismic response of prestressed anchors with frame structure.



---

*Source: 9029045-2020-02-24.xml*