# Plastic Design Theory of Frozen Wall Thickness in an Ultradeep Soil Layer Considering Large Deformation Characteristics

Authors: Bo Zhang; Weihao Yang; Baosheng Wang
Journal: Mathematical Problems in Engineering
 (2018)

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## Abstract

Frozen wall design theory is a key technique of the freezing method. However, previous design theories for a deep artificial frozen wall have neglected the influence of shaft flank displacement, that is, the displacement of the inner boundary of a frozen wall. Thus, the associated designs tend to be unsafe and earthwork excavations tend to be underestimated. This study builds a new design theory for frozen wall thickness which considers the influence of a large strain and obtains new solution formulas for the thickness and excavation radius before deformation occurs. The analytical results are compared with numerical calculation results by analyzing the influences of various parameters, such as crustal stress, cohesion and internal friction angle of frozen soil, and cohesion and internal friction angle of unfrozen soil as well as the elastic modulus of the ground, on the frozen wall thickness and the shaft flank displacement. The results indicate that the new formula is applicable for large deformation calculation with a strain of up to 0.2. The new formula can accurately calculate the amount of excavation earthwork and serves as a safer and more reasonable theoretical support for the design of frozen walls in ultradeep soil layers.


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## Body

## 1. Introduction

The freezing method is the primary sinking method used in deep and unstable aquifer strata, and it is used in more than 90% of shaft sinking projects. The freezing method is a special shaft sinking method in which deep holes surrounding the shaft are drilled before excavation, the freezing pipes are placed into holes, and then low temperature brine is circulated in freezing pipes to freeze the ground into an enclosed curtain (frozen wall) to resist ground pressure and water seepage; finally, the well is dug and a shaft lining is built under the protection of the frozen wall [1, 2].The German engineer Poetsch invented the freezing method in 1883, and since then the method has been used worldwide and represents an effective method of building wells in complex formations. Implementation of the freezing method in the former Soviet Union, Poland, Germany, and other countries outside of China includes eight frozen shafts that passed through soil thicknesses of more than 400 m, with four exceeding a depth of 500 m through alluvium and the maximum depth reaching 571 m [3]. In China, approximately 1100 frozen shafts were constructed from 1956 to 2018. After 2002, the number of frozen shafts with soil depth that exceeded 400 m, 500 m, 600 m, and 700 m was 71, 28, 4, and 3, respectively. The deepest shaft extended to 753.95 m, which represents the world record for shaft topsoil thickness.Freezing shaft sinking increases in difficulty as the soil thickness increases, and one of the key techniques for addressing this problem is frozen wall design theory. In general, the mechanical model of thick-walled cylinder is adopted for designing the frozen wall thickness. Practice shows that the G. Lame formula is ideal for calculating the frozen wall thickness for a soil depth of approximately 150 m and the O. Domke formula is applicable for the soil depth of approximately 300 m, and when the alluvium depth reaches the range of 300 m to 400 m, the Liberman and Vialov formulas are appropriate for designing the frozen wall thickness. Yang et al. [4, 5] assumed that the frozen wall is an ideal homogenous elastoplastic and plastic material, respectively, which follows the Mohr-Coulomb yield criterion, and based on a planar strain and asymmetrical unloading model, they deduced a strict analytical solution that considers the interaction between the frozen wall and the surrounding soil as well as the effect of initial stress field. Consequently, the formulas for calculating the frozen wall thickness were obtained and successfully applied in the design of frozen walls at soil depths of 400 to 800 m. Field measurements illustrate that the radial absolute displacement of the frozen wall in the vertical shaft at soil depths of 500~800 m can exceed 10% of the excavation radius [6, 7], although the average temperature can reach -15~-25°C. When the soil depth reaches up to 800~1000 m, the radial absolute displacement will be significantly greater, and it exhibits the obviously large deformation characteristics of the frozen wall.Under large deformation conditions, the size and location of the frozen wall are significantly different before and after the deformation; however, these parameters are neglected in previous small deformation formulas, which will result in great error to the design for frozen wall thickness in ultradeep soil layers. Due to the fact that the design of a frozen wall thickness is similar to a cavity contraction (expansion), the analytical solutions of a cavity contraction (expansion), including perfect plasticity, strain hardening, and softening ‎[8–18], are of great importance for designing a frozen wall thickness. The problems of both cylindrical cavities contraction (externally pressurized) and expansion (internally pressurized) in an infinite isotropic medium using the Mohr-Coulomb and the Drucker-Prager hardening solids were reported by Papanastasiou and Durban ‎[19–21], while the derived differential equations had to be solved numerically.As finding an analytical solution for the large deformation mechanical problems is very difficult, in this paper, the authors take reference of the elastoplastic large-strain solutions proposed by Papanastasiou and Durban ‎[19–21] and comprehensively consider the in situ stress, the unloading condition, and the interaction between frozen soil and surrounding soil, as well as using some reasonable assumptions to simplify the large-strain solutions, and then we present a new calculation formula for frozen wall thickness which is applicable to a certain range of large deformation. The work provides a theoretical basis for frozen wall design in an ultradeep soil layer.


## 2. Mechanical Model

### 2.1. Basic Assumptions

( 1 ) The frozen wall and unfrozen soil exhibit an axisymmetric distribution and are in the planar strain state.( 2 ) The frozen wall is an ideal homogeneous plastic material, and the volume is incompressible in the plastic zone. Unfrozen soil is a homogenous elastic material whose elastic modulus and Poisson’s ratio are Eu and μu, respectively.( 3 ) The excavation is finished in a single instant within the radius r1.( 4 ) The initial in situ stress is constant before and after freezing, and the initialdisplacement is zero.


### 2.2. Definite Solution Conditions

The mechanical model is divided into two parts (see Figure1): (1) the frozen wall zone (zone 1) with radial stress σ1r, circumferential stress σ1θ, and displacement u1r; (2) the unfrozen ground zone (zone 2) with related parameters indicated by σ2r, σ2θ, and u2r, respectively. Moreover, r1 and r2 are the interior and external radii of the frozen wall before deformation, respectively. r1′ and r2′ are the interior and external radii of the frozen wall after deformation, respectively. The horizontal ground pressure is p0. The dimensionless radial and circumferential stresses are σ-ir=σir/p0 and σ-iθ=σiθ/p0 (i = 1, 2, presenting zone 1 and zone 2, resp.), the dimensionless displacement is u-ir=uir/r1′, the dimensionless radial coordinates are ξ=r/r1′ and ξ′=r′/r1′, and the dimensionless inner and outer radii before deformation are x=r1/r1′ and y=r2/r1′ respectively. After deformation, the dimensionless internal and external radii are 1 and y′=r2′/r1′. The initial stresses of the aforementioned zones prior to excavation are expressed as(1)σ-r0=σ-θ0=-1,where σ-r0=σr0/p0, σ-θ0=σθ0/p0, and σr0 and σθ0 are radial and hoop initial ground stress.Figure 1
Mechanical model.After excavation, the stress boundary condition at excavation radiusξ=x is(2)σ-1rξ=x=0.Atξ→+∞, the displacement and stress boundary condition are (3)u-2rξ→+∞=0,(4)σ-2rξ→+∞=σ-2θξ→+∞=-1.Atξ=y, the radial stress and displacement continuous conditions are (5)σ-1rξ=y=σ-2rξ=y,(6)u-1rξ=y=u-2rξ=y.


## 2.1. Basic Assumptions

( 1 ) The frozen wall and unfrozen soil exhibit an axisymmetric distribution and are in the planar strain state.( 2 ) The frozen wall is an ideal homogeneous plastic material, and the volume is incompressible in the plastic zone. Unfrozen soil is a homogenous elastic material whose elastic modulus and Poisson’s ratio are Eu and μu, respectively.( 3 ) The excavation is finished in a single instant within the radius r1.( 4 ) The initial in situ stress is constant before and after freezing, and the initialdisplacement is zero.


## 2.2. Definite Solution Conditions

The mechanical model is divided into two parts (see Figure1): (1) the frozen wall zone (zone 1) with radial stress σ1r, circumferential stress σ1θ, and displacement u1r; (2) the unfrozen ground zone (zone 2) with related parameters indicated by σ2r, σ2θ, and u2r, respectively. Moreover, r1 and r2 are the interior and external radii of the frozen wall before deformation, respectively. r1′ and r2′ are the interior and external radii of the frozen wall after deformation, respectively. The horizontal ground pressure is p0. The dimensionless radial and circumferential stresses are σ-ir=σir/p0 and σ-iθ=σiθ/p0 (i = 1, 2, presenting zone 1 and zone 2, resp.), the dimensionless displacement is u-ir=uir/r1′, the dimensionless radial coordinates are ξ=r/r1′ and ξ′=r′/r1′, and the dimensionless inner and outer radii before deformation are x=r1/r1′ and y=r2/r1′ respectively. After deformation, the dimensionless internal and external radii are 1 and y′=r2′/r1′. The initial stresses of the aforementioned zones prior to excavation are expressed as(1)σ-r0=σ-θ0=-1,where σ-r0=σr0/p0, σ-θ0=σθ0/p0, and σr0 and σθ0 are radial and hoop initial ground stress.Figure 1
Mechanical model.After excavation, the stress boundary condition at excavation radiusξ=x is(2)σ-1rξ=x=0.Atξ→+∞, the displacement and stress boundary condition are (3)u-2rξ→+∞=0,(4)σ-2rξ→+∞=σ-2θξ→+∞=-1.Atξ=y, the radial stress and displacement continuous conditions are (5)σ-1rξ=y=σ-2rξ=y,(6)u-1rξ=y=u-2rξ=y.


## 3. Stress and Displacement Solutions

### 3.1. Stress and Displacement Solutions for the Frozen Wall

The dimensionless equilibrium equation of the frozen wall is(7)dσ-1rdξ+σ-1r-σ-1θξ=0.The frozen soil follows the Mohr-Coulomb yield criterion [22]:(8)afσ-1r-σ-1θ=bf,where af=1+sin⁡φf/1-sin⁡φf, bf=2c-fcos⁡φf/1-sin⁡φf, c-f=cf/p0, and cf and φf are the cohesion and internal friction angle of frozen soil, respectively.Substituting (8) into (7) and combining boundary condition (2), the radial stress solution of the frozen wall is obtained as(9)σ-1r=-bfaf-1ξxaf-1-1.Substituting (9) into (8), circumferential stress is obtained as(10)σ-1θ=-afbfaf-1ξxaf-1-1-bf.The strain of frozen wall is the sum of elastic strain and plastic strain, which is(11)ε1r=ε1re+ε1rpε1θ=ε1θe+ε1θp,where ε1r and ε1θ are radial and circumferential strain, ε1re and ε1θe are radial and circumferential elastic strain, and ε1rp and ε1θp are radial and circumferential plastic strain.Elastoplastic constitutive relations [22, 23] are described as(12)ε1re=1-μfσ-1r-σ-r0-μfσ-1θ-σ-θ02G-fε1θe=1-μfσ-1θ-σ-θ0-μfσ-1r-σ-r02G-f,where G-f=E-f/21+μf and E-f=Ef/p0. The elastic modulus and Poisson’s ratio of frozen soil are Ef and μf, respectively. Substituting (1) into (12),(13)ε1re=1-μfσ-1r+1-μfσ-1θ+12G-fε1θe=1-μfσ-1θ+1-μfσ-1r+12G-f.The expression of Mohr-Coulomb plastic potential function can be expressed as [21](14)ϕ-=βfσ-1r-σ-1θ,where ϕ-=ϕ/p0, βf=1+sin⁡ψf/1-sin⁡ψf, ϕ is the plastic potential function, and ψf is the dilatancy angle of frozen soil. According to the literature [23], the plastic potential is identical to the yield condition when the internal friction angle φf is equal to the dilatancy angle ψf, and the associated Mohr-Coulomb flow rule is obtained. Moreover, nonassociativity is defined by deviation from associativity through decreasing of ψf, which can be expressed as 0≤ψf<φf. In view of a weaker material behavior induced by nonassociativity [23], the nonassociated flow rule should be applied when the frozen wall attains the plastic state.Based on the plastic potential theory, the expressions of plastic strain are [20](15)ε1rp=λ∂ϕ-∂σ-1r=λβfε1θp=λ∂ϕ-∂σ-1θ=-λ,where λ is the plastic scale coefficient.From (15), the relationship of the plastic strains is obtained: (16)ε1rp+βfε1θp=0.Substituting (11) into (16), the expression is got by(17)ε1r+βfε1θ=ε1re+βfε1θe.In order to consider the effect of large strain on plastic zone, the logarithmic strains [24] should be used, and the geometric equations are(18)εr=lndξ′dξ,εθ=lnξ′ξ,εz=0,where ξ and ξ′ are the dimensionless coordinates before and after deformation, respectively.Substituting (18) into (17), we got(19)ln⁡dξ′dξξ′ξβf=ε1re+βfε1θe.Taking (9) and (10) into (13),(20)ε1re=A1ξxaf-1+A3ε1θe=A2ξxaf-1+A3,where A1=μfaf+1-1bf/2G-faf-1, A2=μfaf+1-afbf/2G-faf-1, and A3=(1-2μf/2G-f)((af+bf-1)/(af-1)).Substituting (20) into (19),(21)ln⁡dξ′dξξ′ξβf=A4ξxaf-1+A5,where A4=A1+βfA2 and A5=βf+1A3. The solution for (21) is(22)ξ′βf+1-1=βf+1∫xξξβfeA4ξ/xaf-1+A5dξ.The whole frozen wall attains the plastic state; then, substituting the outer radii of a frozen wall before and after deformation into (22),(23)y′βf+1-1=βf+1∫xyξβfeA4ξ/xaf-1+A5dξ.


### 3.2. Stress and Displacement Solutions for Unfrozen Soil Zone

The solutions of the stress and displacement for the unfrozen zone are equal to the superposition of the unloading model solution [25] (Figure 2) and the initial ground stress and displacement. Therefore, according to the thick-walled-cylinder equation [26] and considering the interaction between the frozen wall and the surrounding soil, the stress and displacement solutions for the unfrozen zone can be determined in combination with (3) and (4):(24)σ-2r=-1+qy2ξ2σ-2θ=-1-qy2ξ2,(25)u-2r=-q2G-uy2ξ,where G-u=E-u/21+μu, E-u=Eu/p0, and q is a dimensionless load.Figure 2
Unloading model.The inner-edge stresses of unfrozen zone can be obtained from (24):(26)σ-2rξ=y=-1+qσ-2θξ=y=-1-q.According to the assumptions and definite solution conditions in Section2, it is necessary to ensure that the surrounding soil does not attain the plastic state. At most, (26) satisfies the M-C yield criterion,(27)auσ-2rξ=y-σ-2θξ=y=bu,where au=(1+sin⁡φu)/(1-sin⁡φu), bu=(2c-ucos⁡φu)/(1-sin⁡φu), c-u=cu/p0, and cu and φu are the cohesion and internal friction angle of unfrozen soil, respectively.Taking (26) into (27), one has(28)q=au+bu-1au+1.The outer-edge radial stress of the frozen wall is obtained by (9):(29)σ-1rξ=y=-bfaf-1yxaf-1-1.Substituting (29) and the first equation of (26) into (5), the expression of q also can be expressed as(30)q=1-bfaf-1yxaf-1-1.Combining (28) with (30), the relationship of inner and outer radii can be got by(31)yx=1+af-12-bubfau+11/af-1.


## 3.1. Stress and Displacement Solutions for the Frozen Wall

The dimensionless equilibrium equation of the frozen wall is(7)dσ-1rdξ+σ-1r-σ-1θξ=0.The frozen soil follows the Mohr-Coulomb yield criterion [22]:(8)afσ-1r-σ-1θ=bf,where af=1+sin⁡φf/1-sin⁡φf, bf=2c-fcos⁡φf/1-sin⁡φf, c-f=cf/p0, and cf and φf are the cohesion and internal friction angle of frozen soil, respectively.Substituting (8) into (7) and combining boundary condition (2), the radial stress solution of the frozen wall is obtained as(9)σ-1r=-bfaf-1ξxaf-1-1.Substituting (9) into (8), circumferential stress is obtained as(10)σ-1θ=-afbfaf-1ξxaf-1-1-bf.The strain of frozen wall is the sum of elastic strain and plastic strain, which is(11)ε1r=ε1re+ε1rpε1θ=ε1θe+ε1θp,where ε1r and ε1θ are radial and circumferential strain, ε1re and ε1θe are radial and circumferential elastic strain, and ε1rp and ε1θp are radial and circumferential plastic strain.Elastoplastic constitutive relations [22, 23] are described as(12)ε1re=1-μfσ-1r-σ-r0-μfσ-1θ-σ-θ02G-fε1θe=1-μfσ-1θ-σ-θ0-μfσ-1r-σ-r02G-f,where G-f=E-f/21+μf and E-f=Ef/p0. The elastic modulus and Poisson’s ratio of frozen soil are Ef and μf, respectively. Substituting (1) into (12),(13)ε1re=1-μfσ-1r+1-μfσ-1θ+12G-fε1θe=1-μfσ-1θ+1-μfσ-1r+12G-f.The expression of Mohr-Coulomb plastic potential function can be expressed as [21](14)ϕ-=βfσ-1r-σ-1θ,where ϕ-=ϕ/p0, βf=1+sin⁡ψf/1-sin⁡ψf, ϕ is the plastic potential function, and ψf is the dilatancy angle of frozen soil. According to the literature [23], the plastic potential is identical to the yield condition when the internal friction angle φf is equal to the dilatancy angle ψf, and the associated Mohr-Coulomb flow rule is obtained. Moreover, nonassociativity is defined by deviation from associativity through decreasing of ψf, which can be expressed as 0≤ψf<φf. In view of a weaker material behavior induced by nonassociativity [23], the nonassociated flow rule should be applied when the frozen wall attains the plastic state.Based on the plastic potential theory, the expressions of plastic strain are [20](15)ε1rp=λ∂ϕ-∂σ-1r=λβfε1θp=λ∂ϕ-∂σ-1θ=-λ,where λ is the plastic scale coefficient.From (15), the relationship of the plastic strains is obtained: (16)ε1rp+βfε1θp=0.Substituting (11) into (16), the expression is got by(17)ε1r+βfε1θ=ε1re+βfε1θe.In order to consider the effect of large strain on plastic zone, the logarithmic strains [24] should be used, and the geometric equations are(18)εr=lndξ′dξ,εθ=lnξ′ξ,εz=0,where ξ and ξ′ are the dimensionless coordinates before and after deformation, respectively.Substituting (18) into (17), we got(19)ln⁡dξ′dξξ′ξβf=ε1re+βfε1θe.Taking (9) and (10) into (13),(20)ε1re=A1ξxaf-1+A3ε1θe=A2ξxaf-1+A3,where A1=μfaf+1-1bf/2G-faf-1, A2=μfaf+1-afbf/2G-faf-1, and A3=(1-2μf/2G-f)((af+bf-1)/(af-1)).Substituting (20) into (19),(21)ln⁡dξ′dξξ′ξβf=A4ξxaf-1+A5,where A4=A1+βfA2 and A5=βf+1A3. The solution for (21) is(22)ξ′βf+1-1=βf+1∫xξξβfeA4ξ/xaf-1+A5dξ.The whole frozen wall attains the plastic state; then, substituting the outer radii of a frozen wall before and after deformation into (22),(23)y′βf+1-1=βf+1∫xyξβfeA4ξ/xaf-1+A5dξ.


## 3.2. Stress and Displacement Solutions for Unfrozen Soil Zone

The solutions of the stress and displacement for the unfrozen zone are equal to the superposition of the unloading model solution [25] (Figure 2) and the initial ground stress and displacement. Therefore, according to the thick-walled-cylinder equation [26] and considering the interaction between the frozen wall and the surrounding soil, the stress and displacement solutions for the unfrozen zone can be determined in combination with (3) and (4):(24)σ-2r=-1+qy2ξ2σ-2θ=-1-qy2ξ2,(25)u-2r=-q2G-uy2ξ,where G-u=E-u/21+μu, E-u=Eu/p0, and q is a dimensionless load.Figure 2
Unloading model.The inner-edge stresses of unfrozen zone can be obtained from (24):(26)σ-2rξ=y=-1+qσ-2θξ=y=-1-q.According to the assumptions and definite solution conditions in Section2, it is necessary to ensure that the surrounding soil does not attain the plastic state. At most, (26) satisfies the M-C yield criterion,(27)auσ-2rξ=y-σ-2θξ=y=bu,where au=(1+sin⁡φu)/(1-sin⁡φu), bu=(2c-ucos⁡φu)/(1-sin⁡φu), c-u=cu/p0, and cu and φu are the cohesion and internal friction angle of unfrozen soil, respectively.Taking (26) into (27), one has(28)q=au+bu-1au+1.The outer-edge radial stress of the frozen wall is obtained by (9):(29)σ-1rξ=y=-bfaf-1yxaf-1-1.Substituting (29) and the first equation of (26) into (5), the expression of q also can be expressed as(30)q=1-bfaf-1yxaf-1-1.Combining (28) with (30), the relationship of inner and outer radii can be got by(31)yx=1+af-12-bubfau+11/af-1.


## 4. New Calculation Equation for the Frozen Wall Thickness

### 4.1. Derivation of the New Calculation Equation

The locations prior to and after excavation deformation are shown in Figure3. The internal radius, external radius, and thickness of frozen wall are changed from r1 to r1′, from r2 to r2′, and from T to T′.Figure 3
The locations prior to and after deformation.If the effect of deformation on the size and location of frozen wall is not considered, the design of frozen wall thickness can meet the safety requirements according to the size after deformation; namely,(32)x=1y=y′.Substituting (32) into (31), the outer-edge size of the frozen wall after deformation is obtained as(33)y′=1+af-12-bubfau+11/af-1.Equation (33) is the same as Yang’s plastic formula [5]. If af=1 and au=1, bu=0; then (33) degenerates into(34)y′=e1/bf,and (34) is the same as the formula of Liberman [27].The dimensionless thickness of the frozen wall after deformation is(35)t′=T′r1′=y′-1.After shaft excavation, the displacements at the internal and external edges of frozen wall (considering the large deformation characteristics) are provided by(36)u-1rξ=x=1-x,(37)u-1rξ=y=u-2rξ=y=y′-y.From (25),(38)u-2rξ=y=-qy2G-u.Combining (23) and (33) with (36)~(38), the iterative formulas for the internal and external radii of frozen wall before deformation are determined as follows:(39)y′βf+1-1=βf+1∫xyξβfeA4ξ/xaf-1+A5dξy=y′1-q/2G-u.Equation (39) can only be solved by numerical method.According to the hypothesis that the volume of plastic zone is incompressible (μf = 0.5 and ψf = 0), the elastic deformation of plastic zone is neglected [6, 7]; (39) is simplified as(40)x=1+y2-y′2y=y′1-q/2G-u.Apparently, the frozen wall discussed here, for μf=0.5 and ψf=0, is a fully incompressible solid, which is extremely nonassociated.The dimensionless thickness of the frozen wall before deformation is(41)t=y-x.The dimensionless side-wall displacement of a shaft is(42)u-x=x-1.Comparing the situations of neglecting and considering side-wall displacement, the underestimated percentage of excavation volume is obtained as follows:(43)w1=100x2-1.


### 4.2. Comparisons and Calibrations

Given typical engineering parameters, the finite-element model of unit depth [28–30] is established by the size of the frozen wall by formula (33). The calculation results obtained by the new formula (40) are compared to those obtained from the finite-element calculations based on small and large deformation theory. The comparisons of the results are presented in Figures 4–8. The elastic modulus and Poisson’s ratio of frozen soil in numerical calculation are E-f=Ef/p0=60 and μf=0.2; horizontal ground pressure p0=1.Figure 4
Influence ofc-f on u-x andt.Figure 5
Influence ofφf on u-x andt.Figure 6
Influence ofc-u on u-x andt.Figure 7
Influence ofφu on u-x andt.Figure 8
Influence ofE-u on u-x andt.Figures4 and 5 show that the dimensionless displacement u-x and dimensionless thickness t decrease with increases of the dimensionless cohesion c-f and the internal friction angle φf of the frozen soil. As shown in Figures 6 and 7, t decreases with increases in the cohesion strength c-u and internal friction angle φu of unfrozen soil, while u-x increases. In Figure 8, u-x decreases with the increase of dimensionless elastic modulus E-u of unfrozen soil. The slight increase of t is mainly due to the deformation of the frozen wall, whose location is very close prior to and after deformation. The calculation results obtained by the new formula exactly match those calculated from large deformation numerical calculations and are inconsistent with the finite-element results of small deformation theory, which means that the new formula (40) is correct and accurate within 0.2 of large strain.


## 4.1. Derivation of the New Calculation Equation

The locations prior to and after excavation deformation are shown in Figure3. The internal radius, external radius, and thickness of frozen wall are changed from r1 to r1′, from r2 to r2′, and from T to T′.Figure 3
The locations prior to and after deformation.If the effect of deformation on the size and location of frozen wall is not considered, the design of frozen wall thickness can meet the safety requirements according to the size after deformation; namely,(32)x=1y=y′.Substituting (32) into (31), the outer-edge size of the frozen wall after deformation is obtained as(33)y′=1+af-12-bubfau+11/af-1.Equation (33) is the same as Yang’s plastic formula [5]. If af=1 and au=1, bu=0; then (33) degenerates into(34)y′=e1/bf,and (34) is the same as the formula of Liberman [27].The dimensionless thickness of the frozen wall after deformation is(35)t′=T′r1′=y′-1.After shaft excavation, the displacements at the internal and external edges of frozen wall (considering the large deformation characteristics) are provided by(36)u-1rξ=x=1-x,(37)u-1rξ=y=u-2rξ=y=y′-y.From (25),(38)u-2rξ=y=-qy2G-u.Combining (23) and (33) with (36)~(38), the iterative formulas for the internal and external radii of frozen wall before deformation are determined as follows:(39)y′βf+1-1=βf+1∫xyξβfeA4ξ/xaf-1+A5dξy=y′1-q/2G-u.Equation (39) can only be solved by numerical method.According to the hypothesis that the volume of plastic zone is incompressible (μf = 0.5 and ψf = 0), the elastic deformation of plastic zone is neglected [6, 7]; (39) is simplified as(40)x=1+y2-y′2y=y′1-q/2G-u.Apparently, the frozen wall discussed here, for μf=0.5 and ψf=0, is a fully incompressible solid, which is extremely nonassociated.The dimensionless thickness of the frozen wall before deformation is(41)t=y-x.The dimensionless side-wall displacement of a shaft is(42)u-x=x-1.Comparing the situations of neglecting and considering side-wall displacement, the underestimated percentage of excavation volume is obtained as follows:(43)w1=100x2-1.


## 4.2. Comparisons and Calibrations

Given typical engineering parameters, the finite-element model of unit depth [28–30] is established by the size of the frozen wall by formula (33). The calculation results obtained by the new formula (40) are compared to those obtained from the finite-element calculations based on small and large deformation theory. The comparisons of the results are presented in Figures 4–8. The elastic modulus and Poisson’s ratio of frozen soil in numerical calculation are E-f=Ef/p0=60 and μf=0.2; horizontal ground pressure p0=1.Figure 4
Influence ofc-f on u-x andt.Figure 5
Influence ofφf on u-x andt.Figure 6
Influence ofc-u on u-x andt.Figure 7
Influence ofφu on u-x andt.Figure 8
Influence ofE-u on u-x andt.Figures4 and 5 show that the dimensionless displacement u-x and dimensionless thickness t decrease with increases of the dimensionless cohesion c-f and the internal friction angle φf of the frozen soil. As shown in Figures 6 and 7, t decreases with increases in the cohesion strength c-u and internal friction angle φu of unfrozen soil, while u-x increases. In Figure 8, u-x decreases with the increase of dimensionless elastic modulus E-u of unfrozen soil. The slight increase of t is mainly due to the deformation of the frozen wall, whose location is very close prior to and after deformation. The calculation results obtained by the new formula exactly match those calculated from large deformation numerical calculations and are inconsistent with the finite-element results of small deformation theory, which means that the new formula (40) is correct and accurate within 0.2 of large strain.


## 5. Case Study

The following engineering example is presented: a shaft passes through a thick clay layer, and the average temperature of its frozen wall is −20°C. The elastic modulus, Poisson’s ratio, internal friction angle, and cohesive strength of unfrozen soil areEu = 100 MPa, μu = 0.3, φu = 15°, and cu = 0.3 MPa, respectively. The aforementioned parameters of frozen soil separately are Ef = 400 MPa, μf = 0.2, φf = 8°, and cf = 4.0 MPa, and its uniaxial compressive strength is σf = 8.0 MPa. Based on a frozen wall internal radius of r1′ = 5 m after deformation (the desired clearance radius), the authors can determine the excavation radius, frozen wall thickness, and the underestimated percentage of excavation volume at a depth range of 500~800 m.The initial horizontal ground pressure [27] (expressed in the unit MPa) is (44)p0=0.013·h,where h is the depth in meters.Next, according to (33)~(35) and (40)~(44), the authors determined the effective thickness of the frozen wall prior to excavation, the excavation radius, and the underestimated percentage of excavation volume (see Tables 1 and 2 and Figures 9–11). The results are as follows.Table 1
Comparisons of different design theories.
h/m Thickness (m) u 0/m w 1/% Liberman Yang This paper 500 6.27 2.893 2.779 0.319 13.3 550 7.22 3.255 3.110 0.379 15.8 600 8.26 3.628 3.448 0.447 18.7 650 9.38 4.013 3.790 0.523 22.0 700 10.59 4.408 4.138 0.609 25.7 750 11.91 4.816 4.491 0.705 29.8 800 13.35 5.235 4.849 0.812 34.5Table 2
Inner and outer radii of frozen wall obtained by different calculation methods.
h/m r 1/m r 2/m (40) SS LS (40) SS LS 500 5.322 5.395 5.312 8.101 8.151 8.101 550 5.381 5.486 5.371 8.492 8.559 8.492 600 5.448 5.598 5.438 8.895 8.991 8.894 650 5.522 5.736 5.512 9.312 9.446 9.310 700 5.605 5.892 5.596 9.743 9.919 9.742 750 5.697 6.074 5.687 10.188 10.413 10.186 800 5.798 6.281 5.798 10.647 10.947 10.644Figure 9
Comparisons of different design theories.Figure 10
Inner-edge deformation of frozen wall calculated by different theories.Figure 11
Inner and outer radii of frozen wall obtained by different methods.( 1 ) The results of new design theory are different from those of Liberman’s design theory (see Table 1 and Figure 9) because of the poor applicability of Liberman’s theory in an ultradeep soil layer. In contrast with Yang’s design theory, the new design theory considers the effect of the frozen wall deformation on its thickness. Figure 10 shows that the inner-edge strains of frozen wall (more than 5%) are large in Yang’s design theory, and inner-edge deformation even increases with depth. In actual engineering, the inner-edge deformations must be excavated again to obtain the desired clearance of the shaft, which reduces the effective thickness of the frozen wall and makes the conditions unsafe.( 2 ) The frozen wall thickness exhibits a nonlinear increase with depth. Moreover, the difference between the new design theory and Yang’s design theory increases with depth, and the maximum difference is 38.6 cm.( 3 ) From Table 2 and Figure 11, both the excavation radii and outer radii exhibit nonlinear increase with depth. The calculation results of inner and outer radii of frozen wall obtained by the new formula present considerable deviations from the small deformation calculation results but exactly match those calculated from large deformation numerical calculations (maximum gap is no more than 0.2%). Evidently, in the depth of 500~800 m, the frozen wall thickness calculated by previous plastic design theories neglecting side-wall displacement of shaft should be treated cautiously.( 4 ) The underestimated percentage of excavation volume is between 10% and 35%. Larger calculation depths correspond to larger underestimated percentages.u 0 represents the inner-edge displacement of frozen wall by Yang’s theory, SS is the results of small strain finite-element calculation, and LS expresses the large deformation finite-element calculation results.


## 6. Discussion

The expressions of engineering strainεS (small strain) and logarithmic strain εL (large strain) are as follows:(45)εS=Δll,(46)εL=ln⁡1+Δll=ln⁡1+εS,where Δl represents the deformations of l which is an undeformed length. For any εS>-1, the inequality εS≥εL is valid. Formula (46) can be extended to the power series; then the expression, in the convergence domain -1,1, can be expressed as(47)εL=εS-εS22+εS33-εS44+...=∑n=1+∞-1n+1εSnn.Apparently, (47) is also valid for any εS∈0,0.5, and a large strain equals a small strain if the higher-order terms on the right side of (47) are neglected; otherwise, the values of engineering strain are higher than those of the logarithmic strain.From an engineering point of view, small strain solutions remain sufficient, as long as the error does not exceed 5% (implying that strains do not exceed 0.1 [7]). As seen in Figure 12, in the range of engineering allowable error, using small-strain solutions instead of large-strain solutions is accurate enough. However, small-strain solutions cause higher errors when an engineering strain range is of 0.1~0.2. And a problem on designing a frozen wall thickness and excavation radii is discussed, in this paper, whose engineering-strain range is of 0.05~0.2. Therefore, for the plastic design of a frozen wall thickness and excavation radii in an ultradeep layer, the large-strain formula is more reasonable than the small-strain formula.Figure 12
Comparisons of large and small strains.


## 7. Conclusions

This paper described a new design theory for frozen wall thickness which considers the characteristics of large deformation. The influences of crustal stress, cohesion and internal friction angle of frozen wall, cohesion and internal friction angle, and elastic modulus of unfrozen soil on the effective thickness of frozen wall and the excavation radius were analyzed. The conclusions are as follows.( 1 ) In the design of a frozen wall in an ultradeep soil layer, the impact of large deformation should be considered. At greater depths, the impact of large deformation is more apparent.( 2 ) The new design theory of frozen wall thickness proposed in this paper appropriates to large deformation frozen wall within a strain of 0.2. The theory can provide safer and more reasonable theoretical support for the design of a frozen wall in an ultradeep soil layer.( 3 ) The new formulas can accurately calculate the volume of earthwork excavation. The example presented herein showed that calculated frozen wall thickness based on prior theories will result in an underestimated excavation volume by approximately 10–35%, with the underestimated volume increasing with depth.



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