# A Modified Elastic Foundation Beam Method for Analyzing Lateral Wall Deformation in Excavations with Cross Wall

Authors: Bo Li; Guihe Wang; Cangqin Jia; Jun Ren; Gaofeng Lu; Nannan Liu
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

Cross walls have been used as alternative auxiliary measures to protect buildings in some areas of Asia. Realizing the inadequacy of the classical Winkler foundation to predict the deflection of the diaphragm wall with cross wall, a modified Winkler foundation of the finite element method (MEFB) was formulated in this paper. Then, the MEFB method was verified through two excavation cases and applied in a new well-documented excavation history. Results showed that the wall deflection by the proposed method was line with the 3D numerical analysis and field observations but smaller than that of classical Winkler’s elastic foundation (EFB) method. The maximum deformation calculated by the MEFB method was predicted to have a reduction of 40∼60% compared to those of the EFB method. Meanwhile, the wall deformation was minimum at the location of cross walls and reaches the maximum value at the midline between two cross walls. Besides, the plane strain ratioPSRd based on the MEFB method was defined to study the interval L, the embedded depth, and arrangement of cross walls. The results indicated the MEFB method was used successfully as a more accurate method than Winkler foundation and is simpler than 3D numerical analysis method for the engineering design of the diaphragm-cross wall system during excavation.


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## Body

## 1. Introduction

The analysis of beams and plates on elastic foundations is widespread in excavation engineering [1–6]. While material properties of the beam or slab can be established fairly accurately, the characteristics or parameters that represent the behavior of the subsoil or the elastic foundation are difficult to model. Under such circumstances, various deformation theories for the wall and beam structures were proposed. Researchers like Vlasov and Leont’ev [7] introduced an arbitrary parameter, γ, to characterize the distribution of the vertical displacement in an elastic foundation. Jones and Xenophontos [8], using variational principles, strengthened the Vlasov model by establishing a relationship between the γ parameter and the displacement of the beam or slab on the top. Vallabhan and Das [9] developed a simple iterative procedure to determine the γ parameter; this procedure is referred to herein as a “modified” or “refined Vlasov model.” Winkler [10] represented the vertical deformation characteristics of the elastic foundation by means of continuous linear springs. The constant of proportionality of these springs is known as the “modulus of subgrade reaction,” usually represented by k. The calculation of k is very simple if the soil behavior is linear, homogeneous, and isotropic. However, when the reinforcement condition existed in the foundation soil, the formula of k in Winkler hypothesis is no longer applicable.Recently, the diaphragm wall with cross walls was applied as a novel retaining structure system to reduce wall deformation in some areas of Asia [11–16]. As shown in Figure 1, cross walls were constructed perpendicularly to the diaphragm wall using the same diaphragm wall construction technique. Unlike traditional steel struts being installed after excavation, cross walls were constructed before excavation. Due to the high compressive strength and large axial stiffness of cross walls, the diaphragm wall deformation was highly restrained.Figure 1
Schematic diagram of the cross wall: (a) plan view; (b) section A-A.
(a)(b)In this paper, an attempt was made to consider the effect of cross wall on restraining diaphragm wall deflection, and Winkler’s elastic foundation was modified for the solution of practical problems. First, for this modified Winkler’s model, the modulus of subgrade reactionk was modified by structural mechanics and superposition principle. Second, the finite difference method is the numerical technique used herein to solve the differential equations. Results obtained from using modified model are compared with Winkler’s model and field observations, as well as more sophisticated finite element solutions. The comparison results prove that the modified Winker model is more suitable to predict the diaphragm wall deflection with cross walls.


## 2. Theoretical Analysis

### 2.1. Winkler Foundation

The diaphragm wall can be regarded as a vertical plate of elastic foundation with springs, as shown in Figure2(a). The later supports and passive earth pressure were simplified as horizontal spring elements. Figure 2(b) shows a microsegment with unit width in the x direction extracted from the diaphragm wall. According to the theory of structural mechanics, the differential equation was obtained by the following equation:(1)V+khydx−qdx−V+dV=0.Figure 2
Mechanical model of the elastic foundation beam. (a) The retaining system. (b) Basic element.Based on the Euler–Bernoulli beam calculation theory, the differential equation of the diaphragm wall could be calculated by the following equation:(2)EId4ydx4+khy=qy,where EI is the bending stiffness of the retaining wall and kh is the stiffness coefficient of the earth spring. For the part above the excavation surface, kh=0. qy was the horizontal load function on the wall. The spring stiffness coefficient kh can be expressed by [17](3)kh=mabh,where m is a proportionality factor; a, b are the calculated spacings of the passive soil spring, respectively; and h is the calculating point to the excavation surface.


### 2.2. Modification ofkh

Different from the floor slab, the cross wall was usually inserted into the foundation soil before excavation. Therefore, the spring stiffness coefficientkh need to be modified. According to the behavior of a continuous beam in structural mechanics, the deformation of the diaphragm-cross wall was plotted as shown in Figure 3.Figure 3
Deformation of the diaphragm-cross wall system.Based on the superposition principle, the wall deformation in the analysis block could be divided into a simply supported beam with a constant deformationδd0 and a fixed beam with a variety of deformation Δδd, as shown in (A) in Figure 4(b) and (A) in Figure 4(c), respectively. The total deformation δd0 of the diaphragm-cross wall ((A) in Figure 4(a)) at any point away from the cross wall can be given by(4)δd=δd0+Δδd.Figure 4
Derivation of the MEFB method. (a) Deformation mechanism and equivalent stiffness of the diaphragm-cross wall system. (b) Deformation mechanism and equivalent stiffness of the simply supported beam. (c) Deformation mechanism and equivalent stiffness of a fixed beam.
(a)(b)Under the uniform pressure, the deformation of the fixed beam can be calculated by(5)Δδd=qL2d224EwIw1−2dL2+d2L2.The resistance of the simply supported beam can be converted into a kind of earth spring with equal rigidityKCW which is calculated by equation (6) [17], as shown in (B) in Figure 4(b). Similarly, the resistance of fix end beam can be converted into a kind of earth spring with varying stiffness Kw.d ((B) in Figure 4(c)), which is calculated by(6)kcw=2αAEcwBLcw,(7)kw,d=qΔδd,where Ecw is the elastic modulus of the cross wall; α is a reduction coefficient related to support relaxation (generally 0.5∼1.0); A is the calculation unit cross-sectional area; B is the excavation width; Lcw is the cross wall interval; EwIw is the bending stiffness of the diaphragm wall; q is the uniform pressure; and d is the distance to the cross wall.According to equation (4), the unit rigidity of the diaphragm-cross wall system Ke,d was obtained as the following expression:(8)ke,d=kw,dkcwkw,d+kcw.Then, the stiffness coefficient ofkh per unit depth and per unit length can be modified to kd as follows :(9)kd=ke,dh+kh.The behavior could be explained as multiple sets of parallel springs, that is, at the same height of the excavation, the earth pressure outside the pit was resisted by the stiffness of the soil spring and the stiffness of the cross wall.


### 2.3. Finite Element Calculation

#### 2.3.1. Beam Element Stiffness Matrix

Figure5(a) shows a beam with length L and bending stiffness EI which was assumed to have a horizontal force Pi (i=1,2…n) and concentrated moment Mi (i=1,2…n). The beam can be discretized into finite elements of length l as shown in Figure 5(b). The boundary conditions were obtained as follows:(10)δx=0=0,(11)θx=o=dδdxx=0=0,(12)Mx=L=EId2vdx2|x=l=M1,(13)Fx=L=ddxEId2vdx2|x=l=P1.Figure 5
Finite element discretization.
(a)(b)(c)(d)In the local coordinate system,u,v, and φ are used to represent the node displacements of i and j, respectively, and the node force component is represented by X,Y, and M, as shown in Figures 5(c) and 5(d). The element stiffness matrix of beam element in the local coordinate system is expressed as follows:(14)f′=KB′δ′,f′=fij′fij′=Xi′Yi′Mi′Xj′Yj′Mj′T,δ′=δi′δj′=ui′vi′ϕi′uj′vj′ϕj′T,KB′=EAl00−EAl00012EIl36EIl20−12EIl36EIl206EIl24EAl0−6EIl22EAl−EAl00EAl000−12EIl3−6EIl2012EIl3−6EIl206EIl22EAl0−6EIl24EAl,where KB′ is the stiffness matrix of foundation beam in the local coordinate system; δ is the node displacement matrix in the local coordinate system; and f′ is the node load array in the local coordinate system.


#### 2.3.2. Spring Element Stiffness Matrix

The spring element in the local coordinate system is shown in Figure6. One end of spring element i is fixed, and the other end is connected with node i of the beam element. The action range of spring element i is a rectangular area with length l and width b.Figure 6
Support range of spring element in local coordinate system.According to the basic mechanical equation of Winkler’s foundation beam, the stiffness matrixKsi′ is obtained as the following expression:(15)KS′=ks′lb00000000.For the anchor structure above the excavation surface, the stiffness coefficientks is calculated as follows [17]:(16)ks=EAL.For the stiffness of the passive zone below the excavation surface, the stiffness coefficientks is replaced by kd as in equation (9).


#### 2.3.3. Load Array

When the elementij with length l is subjected to uniformly distributed load q, the equivalent nodal load array in the local coordinate system is as follows:(17)Fij′=0−ql2−ql212⋮0−ql2−ql212T.Finally, the structural balance equation in the global coordinate system can be obtained by coordinate transformation with equations (15), (16), and (18). The integral stiffness matrix of the elastic foundation beam can be expressed as follows:(18)KB+KSδ=F,where KB is the stiffness matrix of foundation beam in the global coordinate system; KS is the spring stiffness matrix in the global coordinate system; δ is the node displacement matrix in the global coordinate system; and F is the node load array in the global coordinate system. It can be seen that the stiffness matrix of the beam element is only related to the physical properties Ew,Ecw and geometric dimensions A,I,l,d. Therefore, the displacement can be calculated for a specific underground structure when the external load is known.


## 2.1. Winkler Foundation

The diaphragm wall can be regarded as a vertical plate of elastic foundation with springs, as shown in Figure2(a). The later supports and passive earth pressure were simplified as horizontal spring elements. Figure 2(b) shows a microsegment with unit width in the x direction extracted from the diaphragm wall. According to the theory of structural mechanics, the differential equation was obtained by the following equation:(1)V+khydx−qdx−V+dV=0.Figure 2
Mechanical model of the elastic foundation beam. (a) The retaining system. (b) Basic element.Based on the Euler–Bernoulli beam calculation theory, the differential equation of the diaphragm wall could be calculated by the following equation:(2)EId4ydx4+khy=qy,where EI is the bending stiffness of the retaining wall and kh is the stiffness coefficient of the earth spring. For the part above the excavation surface, kh=0. qy was the horizontal load function on the wall. The spring stiffness coefficient kh can be expressed by [17](3)kh=mabh,where m is a proportionality factor; a, b are the calculated spacings of the passive soil spring, respectively; and h is the calculating point to the excavation surface.


## 2.2. Modification ofkh

Different from the floor slab, the cross wall was usually inserted into the foundation soil before excavation. Therefore, the spring stiffness coefficientkh need to be modified. According to the behavior of a continuous beam in structural mechanics, the deformation of the diaphragm-cross wall was plotted as shown in Figure 3.Figure 3
Deformation of the diaphragm-cross wall system.Based on the superposition principle, the wall deformation in the analysis block could be divided into a simply supported beam with a constant deformationδd0 and a fixed beam with a variety of deformation Δδd, as shown in (A) in Figure 4(b) and (A) in Figure 4(c), respectively. The total deformation δd0 of the diaphragm-cross wall ((A) in Figure 4(a)) at any point away from the cross wall can be given by(4)δd=δd0+Δδd.Figure 4
Derivation of the MEFB method. (a) Deformation mechanism and equivalent stiffness of the diaphragm-cross wall system. (b) Deformation mechanism and equivalent stiffness of the simply supported beam. (c) Deformation mechanism and equivalent stiffness of a fixed beam.
(a)(b)Under the uniform pressure, the deformation of the fixed beam can be calculated by(5)Δδd=qL2d224EwIw1−2dL2+d2L2.The resistance of the simply supported beam can be converted into a kind of earth spring with equal rigidityKCW which is calculated by equation (6) [17], as shown in (B) in Figure 4(b). Similarly, the resistance of fix end beam can be converted into a kind of earth spring with varying stiffness Kw.d ((B) in Figure 4(c)), which is calculated by(6)kcw=2αAEcwBLcw,(7)kw,d=qΔδd,where Ecw is the elastic modulus of the cross wall; α is a reduction coefficient related to support relaxation (generally 0.5∼1.0); A is the calculation unit cross-sectional area; B is the excavation width; Lcw is the cross wall interval; EwIw is the bending stiffness of the diaphragm wall; q is the uniform pressure; and d is the distance to the cross wall.According to equation (4), the unit rigidity of the diaphragm-cross wall system Ke,d was obtained as the following expression:(8)ke,d=kw,dkcwkw,d+kcw.Then, the stiffness coefficient ofkh per unit depth and per unit length can be modified to kd as follows :(9)kd=ke,dh+kh.The behavior could be explained as multiple sets of parallel springs, that is, at the same height of the excavation, the earth pressure outside the pit was resisted by the stiffness of the soil spring and the stiffness of the cross wall.


## 2.3. Finite Element Calculation

### 2.3.1. Beam Element Stiffness Matrix

Figure5(a) shows a beam with length L and bending stiffness EI which was assumed to have a horizontal force Pi (i=1,2…n) and concentrated moment Mi (i=1,2…n). The beam can be discretized into finite elements of length l as shown in Figure 5(b). The boundary conditions were obtained as follows:(10)δx=0=0,(11)θx=o=dδdxx=0=0,(12)Mx=L=EId2vdx2|x=l=M1,(13)Fx=L=ddxEId2vdx2|x=l=P1.Figure 5
Finite element discretization.
(a)(b)(c)(d)In the local coordinate system,u,v, and φ are used to represent the node displacements of i and j, respectively, and the node force component is represented by X,Y, and M, as shown in Figures 5(c) and 5(d). The element stiffness matrix of beam element in the local coordinate system is expressed as follows:(14)f′=KB′δ′,f′=fij′fij′=Xi′Yi′Mi′Xj′Yj′Mj′T,δ′=δi′δj′=ui′vi′ϕi′uj′vj′ϕj′T,KB′=EAl00−EAl00012EIl36EIl20−12EIl36EIl206EIl24EAl0−6EIl22EAl−EAl00EAl000−12EIl3−6EIl2012EIl3−6EIl206EIl22EAl0−6EIl24EAl,where KB′ is the stiffness matrix of foundation beam in the local coordinate system; δ is the node displacement matrix in the local coordinate system; and f′ is the node load array in the local coordinate system.


### 2.3.2. Spring Element Stiffness Matrix

The spring element in the local coordinate system is shown in Figure6. One end of spring element i is fixed, and the other end is connected with node i of the beam element. The action range of spring element i is a rectangular area with length l and width b.Figure 6
Support range of spring element in local coordinate system.According to the basic mechanical equation of Winkler’s foundation beam, the stiffness matrixKsi′ is obtained as the following expression:(15)KS′=ks′lb00000000.For the anchor structure above the excavation surface, the stiffness coefficientks is calculated as follows [17]:(16)ks=EAL.For the stiffness of the passive zone below the excavation surface, the stiffness coefficientks is replaced by kd as in equation (9).


### 2.3.3. Load Array

When the elementij with length l is subjected to uniformly distributed load q, the equivalent nodal load array in the local coordinate system is as follows:(17)Fij′=0−ql2−ql212⋮0−ql2−ql212T.Finally, the structural balance equation in the global coordinate system can be obtained by coordinate transformation with equations (15), (16), and (18). The integral stiffness matrix of the elastic foundation beam can be expressed as follows:(18)KB+KSδ=F,where KB is the stiffness matrix of foundation beam in the global coordinate system; KS is the spring stiffness matrix in the global coordinate system; δ is the node displacement matrix in the global coordinate system; and F is the node load array in the global coordinate system. It can be seen that the stiffness matrix of the beam element is only related to the physical properties Ew,Ecw and geometric dimensions A,I,l,d. Therefore, the displacement can be calculated for a specific underground structure when the external load is known.


## 2.3.1. Beam Element Stiffness Matrix

Figure5(a) shows a beam with length L and bending stiffness EI which was assumed to have a horizontal force Pi (i=1,2…n) and concentrated moment Mi (i=1,2…n). The beam can be discretized into finite elements of length l as shown in Figure 5(b). The boundary conditions were obtained as follows:(10)δx=0=0,(11)θx=o=dδdxx=0=0,(12)Mx=L=EId2vdx2|x=l=M1,(13)Fx=L=ddxEId2vdx2|x=l=P1.Figure 5
Finite element discretization.
(a)(b)(c)(d)In the local coordinate system,u,v, and φ are used to represent the node displacements of i and j, respectively, and the node force component is represented by X,Y, and M, as shown in Figures 5(c) and 5(d). The element stiffness matrix of beam element in the local coordinate system is expressed as follows:(14)f′=KB′δ′,f′=fij′fij′=Xi′Yi′Mi′Xj′Yj′Mj′T,δ′=δi′δj′=ui′vi′ϕi′uj′vj′ϕj′T,KB′=EAl00−EAl00012EIl36EIl20−12EIl36EIl206EIl24EAl0−6EIl22EAl−EAl00EAl000−12EIl3−6EIl2012EIl3−6EIl206EIl22EAl0−6EIl24EAl,where KB′ is the stiffness matrix of foundation beam in the local coordinate system; δ is the node displacement matrix in the local coordinate system; and f′ is the node load array in the local coordinate system.


## 2.3.2. Spring Element Stiffness Matrix

The spring element in the local coordinate system is shown in Figure6. One end of spring element i is fixed, and the other end is connected with node i of the beam element. The action range of spring element i is a rectangular area with length l and width b.Figure 6
Support range of spring element in local coordinate system.According to the basic mechanical equation of Winkler’s foundation beam, the stiffness matrixKsi′ is obtained as the following expression:(15)KS′=ks′lb00000000.For the anchor structure above the excavation surface, the stiffness coefficientks is calculated as follows [17]:(16)ks=EAL.For the stiffness of the passive zone below the excavation surface, the stiffness coefficientks is replaced by kd as in equation (9).


## 2.3.3. Load Array

When the elementij with length l is subjected to uniformly distributed load q, the equivalent nodal load array in the local coordinate system is as follows:(17)Fij′=0−ql2−ql212⋮0−ql2−ql212T.Finally, the structural balance equation in the global coordinate system can be obtained by coordinate transformation with equations (15), (16), and (18). The integral stiffness matrix of the elastic foundation beam can be expressed as follows:(18)KB+KSδ=F,where KB is the stiffness matrix of foundation beam in the global coordinate system; KS is the spring stiffness matrix in the global coordinate system; δ is the node displacement matrix in the global coordinate system; and F is the node load array in the global coordinate system. It can be seen that the stiffness matrix of the beam element is only related to the physical properties Ew,Ecw and geometric dimensions A,I,l,d. Therefore, the displacement can be calculated for a specific underground structure when the external load is known.


## 3. Case Verification

### 3.1. Case Study No. 1

Figure7(a) shows a top view of the geometric parameters of cross walls and the layout of the wall deformation monitoring points [18]. The bottom of the excavation was divided into three bays by two 0.7 m-thick cross walls. Figure 7(b) shows the excavation conditions and the longitudinal position of supports and cross walls. Within the depth of the excavation, there was mainly alternating silt (SM) and silty clay layers (CL), and the physical parameters of the soil layer are also given in the figure. The cross wall between GL+0 and GL-13.5 m (GL refers to the ground surface level) was filled with miscellaneous fill and poured with concrete as the diaphragm wall under the excavation surface.Figure 7
Excavation geometry and stratigraphy. (a) Cross wall geometry and monitoring layout. (b) Excavation and subsurface soil profiles.
(a)(b)According to the finite element calculation principle in the above section, the diaphragm wall between two cross walls was discretized into a finite number of units with length of1m×1m, of which GL-13 m ∼ GL-20 m were the areas that need to be corrected for stiffness, as shown in Figure 8. The stiffness values before and after the correction of each element are shown in Tables 1 and 2.Figure 8
Schematic diagram of element discretization and stiffness modified area.Table 1
The stiffness of foundation spring calculated by equation (3).
khd = 1d = 2d = 3d = 4d = 5d = 6d = 7d = 8d = 9d = 10d = 11d = 12d = 13d = 14h = 11010101010101010101010101010h = 22020202020202020202020202020h = 33030303030303030303030303030h = 44040404040404040404040404040h = 55050505050505050505050505050h = 66060606060606060606060606060h = 77070707070707070707070707070Table 2
The stiffness of foundation spring calculated by equation (9).
khd = 1d = 2d = 3d = 4d = 5d = 6d = 7d = 8d = 9d = 10d = 11d = 12d = 13d = 14h = 18772311096646352824211918161515h = 2175546221813292705748423835333129h = 326326933271971371058572635753494644h = 4351092443526318314011396857670656259h = 5438711555443292291751421201069588827773h = 652651387653395275210170145127114105989288h = 761441620763462322246199171149134123115108104After the earth pressure outside the pit at different heights was determined, the deformation of each element can be obtained according to the value of element stiffness in Table2. Figure 9(a) shows the vertical section deformation of the diaphragm wall at SID-1 under different calculation methods at Step5, including the modified Winkler foundation beam (MEFB) method, Winkler foundation beam (EFB) method, and the 3D analysis results. For comparison, the field observations of Hsieh (2013) are also shown in the figure. As shown, the deformations using the MEFB method were in line with the 3D analysis results and field observations but were much smaller than the results of the EFB method. It can be seen from the result that there was an error of about 5 mm between the MEFB method and observation value within the height of 0 to 15 m. This is because in the actual excavation, the previous excavation step has a slight effect on the wall deflection of the next excavation step, which can not be considered by the proposed model.Figure 9
Comparison of the computed maximum lateral wall deflections at various sections and those from field observation for case 1. (a) Wall deformation at SID-1. (b) Wall deformations at GL-15.0 m in various cross-sections (d/L).
(a)(b)Figure9(b) plots the maximum deformation δd,m at different sections in bay 2. To verify, monitoring points in other bays at the same d/L were also displayed in the figure. As shown, δd,m at different sections was close to the 3D analysis and field observations but much less than that calculated by the EFB method. The support effect of cross walls decreases with the increase of d from calculation sections to the cross wall, reaching the maximum value at section d/L=0.5. The δd,m at the section d/L=0 was equal to 16.43 mm and 27.73 mm, respectively. The reduction of the diaphragm wall deflection was approximately 40%. Meanwhile, δd,m calculated by the MEFB method was 48.4% less than that calculated by the EFB method (53.8 mm). Although δd,m calculated by the MEFB method (27.73 mm) was less than the maximum field observation (30.42 mm) and the maximum 3D analysis result (30.66 mm), the maximum error was within the allowable range of engineering calculation compared with δd,m of the EFB method (53.8 mm).


### 3.2. Case Study No. 2

The geometric layout of the cross wall, buttress wall, and the inclinometer points is shown in Figure10(a). Three 1 m-thick cross walls divided the excavation into 4 bays, and 12 inclinometer points were, respectively, arranged at cross walls. Figure 10(b) shows the sectional view of each excavation step, soil parameter, and the retaining system. A 1.5 m-thick 57.5 m-deep diaphragm wall was established as enclosure walls of the excavation. The cross wall was backfilled with the miscellaneous soil above the bottom. Seven struts were cast following each stage [19].Figure 10
Excavation geometry and stratigraphy. (a) Cross wall geometry and monitoring layout. (b) Excavation and subsurface soil profiles.
(a)(b)The diaphragm wall between two cross walls was discretized into a finite number of units with length of1m×1m, of which GL-32 m ∼ GL-45 m were the areas that need to be corrected for stiffness, as shown in Figure 11. The stiffness values before and after the correction of each element are shown in Tables 3 and 4.Figure 11
Schematic diagram of element discretization and stiffness modified area.Table 3
The stiffness calculated by equation (3).
khd=1d=2d=3d=4d=5d=6d=7d=8d=9d=10d=11d=12d=13h=110101010101010101010101010h=220202020202020202020202020h=330303030303030303030303030h=440404040404040404040404040h=550505050505050505050505050h=660606060606060606060606060h=770707070707070707070707070h=880808080808080808080808080h=990909090909090909090909090h=10100100100100100100100100100100100100100h=11110110110110110110110110110110110110110h=12120120120120120120120120120120120120120Table 4
The stiffness calculated by equation (9).
khd=1d=2d=3d=4d=5d=6d=7d=8d=9d=10d=11d=12d=13h=11600452211124846148393329252321h=2320090442224816712396786657514642h=3479913566333732511841431179986766963h=4639918088444973342451911561321151029284h=5799922601055621418306239195165143127115106h=6959927111266745501368287234198172153138127h=71119831631477870585429335273231201178161148h=81279836151688994668490383312264229204184169h=914398406718991118752552430351297258229207190h=1015998451921101242835613478390330287255230211h=1117597497123211366919674526430363316280253232h=12191975423253214911003736574469396344306276253Figure12(a) shows the deformation of inclination point SO-1 under different calculation methods at Step5. For comparison, the field observations from Ou were also listed. As shown in the figure, the predicted wall deflections using the MEFB method were similar to the 3D analysis results and field observations, but much smaller than the results calculated by the EFB method. The values of the MEFB method were slightly smaller than measured within the height of 0 to 30 m due to the same reason as Case1.Figure 12
Comparison of the computed maximum lateral wall deflections at various sections and those from field observation for case 2. (a) Wall deformation at SI-8. (b) Wall deformations at GL-30.0m in various cross-sections (d/L).
(a)(b)δd,m at different sections using different methods in bay 2 is shown in Figure 12(b). For comparison, inclinometer points in other bays at the same d/L were also displayed in the figures. The results of the MEFB method were close to the 3D analysis and field observations but were much less than those of the EFB method. The restraining effect was also the largest at the section d/L=0 where cross walls were installed and decreased to the midline of the bays. δdm at the section d/L=0 was calculated to have a 23.8% reduction compared with the value at the section d/L=0.5. Owing to the support function of the cross wall, δd,m calculated by the MEFB method was 59.4% less than that calculated by the EFB method (108.6 mm). Similar to Case1, the maximum error of the MEFB method was within the allowable range of engineering calculation. Besides, the calculated value at SI-2 was less than the measured value because the equipment stayed permanently according to the construction record.


## 3.1. Case Study No. 1

Figure7(a) shows a top view of the geometric parameters of cross walls and the layout of the wall deformation monitoring points [18]. The bottom of the excavation was divided into three bays by two 0.7 m-thick cross walls. Figure 7(b) shows the excavation conditions and the longitudinal position of supports and cross walls. Within the depth of the excavation, there was mainly alternating silt (SM) and silty clay layers (CL), and the physical parameters of the soil layer are also given in the figure. The cross wall between GL+0 and GL-13.5 m (GL refers to the ground surface level) was filled with miscellaneous fill and poured with concrete as the diaphragm wall under the excavation surface.Figure 7
Excavation geometry and stratigraphy. (a) Cross wall geometry and monitoring layout. (b) Excavation and subsurface soil profiles.
(a)(b)According to the finite element calculation principle in the above section, the diaphragm wall between two cross walls was discretized into a finite number of units with length of1m×1m, of which GL-13 m ∼ GL-20 m were the areas that need to be corrected for stiffness, as shown in Figure 8. The stiffness values before and after the correction of each element are shown in Tables 1 and 2.Figure 8
Schematic diagram of element discretization and stiffness modified area.Table 1
The stiffness of foundation spring calculated by equation (3).
khd = 1d = 2d = 3d = 4d = 5d = 6d = 7d = 8d = 9d = 10d = 11d = 12d = 13d = 14h = 11010101010101010101010101010h = 22020202020202020202020202020h = 33030303030303030303030303030h = 44040404040404040404040404040h = 55050505050505050505050505050h = 66060606060606060606060606060h = 77070707070707070707070707070Table 2
The stiffness of foundation spring calculated by equation (9).
khd = 1d = 2d = 3d = 4d = 5d = 6d = 7d = 8d = 9d = 10d = 11d = 12d = 13d = 14h = 18772311096646352824211918161515h = 2175546221813292705748423835333129h = 326326933271971371058572635753494644h = 4351092443526318314011396857670656259h = 5438711555443292291751421201069588827773h = 652651387653395275210170145127114105989288h = 761441620763462322246199171149134123115108104After the earth pressure outside the pit at different heights was determined, the deformation of each element can be obtained according to the value of element stiffness in Table2. Figure 9(a) shows the vertical section deformation of the diaphragm wall at SID-1 under different calculation methods at Step5, including the modified Winkler foundation beam (MEFB) method, Winkler foundation beam (EFB) method, and the 3D analysis results. For comparison, the field observations of Hsieh (2013) are also shown in the figure. As shown, the deformations using the MEFB method were in line with the 3D analysis results and field observations but were much smaller than the results of the EFB method. It can be seen from the result that there was an error of about 5 mm between the MEFB method and observation value within the height of 0 to 15 m. This is because in the actual excavation, the previous excavation step has a slight effect on the wall deflection of the next excavation step, which can not be considered by the proposed model.Figure 9
Comparison of the computed maximum lateral wall deflections at various sections and those from field observation for case 1. (a) Wall deformation at SID-1. (b) Wall deformations at GL-15.0 m in various cross-sections (d/L).
(a)(b)Figure9(b) plots the maximum deformation δd,m at different sections in bay 2. To verify, monitoring points in other bays at the same d/L were also displayed in the figure. As shown, δd,m at different sections was close to the 3D analysis and field observations but much less than that calculated by the EFB method. The support effect of cross walls decreases with the increase of d from calculation sections to the cross wall, reaching the maximum value at section d/L=0.5. The δd,m at the section d/L=0 was equal to 16.43 mm and 27.73 mm, respectively. The reduction of the diaphragm wall deflection was approximately 40%. Meanwhile, δd,m calculated by the MEFB method was 48.4% less than that calculated by the EFB method (53.8 mm). Although δd,m calculated by the MEFB method (27.73 mm) was less than the maximum field observation (30.42 mm) and the maximum 3D analysis result (30.66 mm), the maximum error was within the allowable range of engineering calculation compared with δd,m of the EFB method (53.8 mm).


## 3.2. Case Study No. 2

The geometric layout of the cross wall, buttress wall, and the inclinometer points is shown in Figure10(a). Three 1 m-thick cross walls divided the excavation into 4 bays, and 12 inclinometer points were, respectively, arranged at cross walls. Figure 10(b) shows the sectional view of each excavation step, soil parameter, and the retaining system. A 1.5 m-thick 57.5 m-deep diaphragm wall was established as enclosure walls of the excavation. The cross wall was backfilled with the miscellaneous soil above the bottom. Seven struts were cast following each stage [19].Figure 10
Excavation geometry and stratigraphy. (a) Cross wall geometry and monitoring layout. (b) Excavation and subsurface soil profiles.
(a)(b)The diaphragm wall between two cross walls was discretized into a finite number of units with length of1m×1m, of which GL-32 m ∼ GL-45 m were the areas that need to be corrected for stiffness, as shown in Figure 11. The stiffness values before and after the correction of each element are shown in Tables 3 and 4.Figure 11
Schematic diagram of element discretization and stiffness modified area.Table 3
The stiffness calculated by equation (3).
khd=1d=2d=3d=4d=5d=6d=7d=8d=9d=10d=11d=12d=13h=110101010101010101010101010h=220202020202020202020202020h=330303030303030303030303030h=440404040404040404040404040h=550505050505050505050505050h=660606060606060606060606060h=770707070707070707070707070h=880808080808080808080808080h=990909090909090909090909090h=10100100100100100100100100100100100100100h=11110110110110110110110110110110110110110h=12120120120120120120120120120120120120120Table 4
The stiffness calculated by equation (9).
khd=1d=2d=3d=4d=5d=6d=7d=8d=9d=10d=11d=12d=13h=11600452211124846148393329252321h=2320090442224816712396786657514642h=3479913566333732511841431179986766963h=4639918088444973342451911561321151029284h=5799922601055621418306239195165143127115106h=6959927111266745501368287234198172153138127h=71119831631477870585429335273231201178161148h=81279836151688994668490383312264229204184169h=914398406718991118752552430351297258229207190h=1015998451921101242835613478390330287255230211h=1117597497123211366919674526430363316280253232h=12191975423253214911003736574469396344306276253Figure12(a) shows the deformation of inclination point SO-1 under different calculation methods at Step5. For comparison, the field observations from Ou were also listed. As shown in the figure, the predicted wall deflections using the MEFB method were similar to the 3D analysis results and field observations, but much smaller than the results calculated by the EFB method. The values of the MEFB method were slightly smaller than measured within the height of 0 to 30 m due to the same reason as Case1.Figure 12
Comparison of the computed maximum lateral wall deflections at various sections and those from field observation for case 2. (a) Wall deformation at SI-8. (b) Wall deformations at GL-30.0m in various cross-sections (d/L).
(a)(b)δd,m at different sections using different methods in bay 2 is shown in Figure 12(b). For comparison, inclinometer points in other bays at the same d/L were also displayed in the figures. The results of the MEFB method were close to the 3D analysis and field observations but were much less than those of the EFB method. The restraining effect was also the largest at the section d/L=0 where cross walls were installed and decreased to the midline of the bays. δdm at the section d/L=0 was calculated to have a 23.8% reduction compared with the value at the section d/L=0.5. Owing to the support function of the cross wall, δd,m calculated by the MEFB method was 59.4% less than that calculated by the EFB method (108.6 mm). Similar to Case1, the maximum error of the MEFB method was within the allowable range of engineering calculation. Besides, the calculated value at SI-2 was less than the measured value because the equipment stayed permanently according to the construction record.


## 4. Engineering Design and Application

### 4.1. Project Overview

The proposed method in this paper had been applied to a completed excavation project of Yongdingmen station of Beijing Metro Line 8, abbreviated as the YDM project. Monitoring points and wall excavation geometry are shown in Figure13(a). A diaphragm wall with 1.2 m thickness was used as the retaining system of the excavation. Several 1 m-thick cross walls were used to divide the excavation into 16 bays, and 12 inclinometers at different locations were installed on the walls. Figure 13(b) shows the schematic graph of retaining structure, stratum, and excavation (section A-A). The cross wall was backfilled within concrete between GL-32 m and GL-44 m. The beam-floor was densely arranged at intervals of several meters in the horizontal direction. The interval of 1BF, 2BF, and 3BF were 4.5 m, 9 m, and 9m, respectively. In addition, a 4 m thickness concrete slab was performed at the bottom of the foundation pit. The construction depth was 36.5 m, and the groundwater level was GL-19.0 m. The toes of diaphragm walls and cross walls were embedded 8 m in the Cb layer.Figure 13
Excavation geometry and stratigraphy for YDM project. (a) Cross wall geometry and monitoring layout. (b) Excavation sequence and soil layer profiles.
(a)(b)Figure14 illustrates the YDM project excavation and three-dimensional finite element mesh used for analysis. A 10-noded tetrahedral element was applied to simulate the soil volume. Soil movements normal to the four vertical sides were restrained (roller boundary), whereas soil movements were restrained in all directions at the bottom of the geometry (fixed boundary). The distance between the diaphragm walls and the outer boundary of the mesh was larger than five times the final excavation depth He to minimize the boundary effect [20].Figure 14
Three-dimensional finite element mesh for analysis.The Hardening Soil model [16], abbreviated as HS model, was adopted for this numerical model. This model must input 11 parameters c′,∅,′ψ,E50ref,Eoedref,Eurref,m,vur,pref,KoNC,Rf to reflect the mechanical behavior of soil. The structural members such as diaphragm walls, cross walls, and concrete slabs employed were made of plate elements and simulated as linear elastic material as well as the concrete strut. Considering the possibility of the microcracks in concrete after structural deflection, the elastic modulus of the structure has been reduced by 20% [21, 22]. The input parameters of the soil layer and structure are all shown in Table 5.Table 5
Input parameters of the soil layer and structural members for the YDM excavation.
Soilμcs (kPa)K0NCE50ref (MPa)Eoedref(MPa)Eurref (MPa)Rfmφ (°)ψ (°)SM0.3300.6418.34718.34755.0410.90.521.40CL0.33230.8422.43922.43967.3170.91.09.30SM0.3110.6123.00923.00969.2970.90.523.00SM0.380.5931.21831.21863.6450.91.024.20CB0.2750.351321323960.91.040.010CL0.3300.7432.07632.07696.2280.90.515.00CB0.2650.291981985940.91.045.015Structure typeThickness (m)E (MPa)γ (kN⋅m−3)μDiaphragm wall1.225200∗250.15Cross wall1.025200∗250.15Concrete slabs4.023100∗240.3Concrete strut1.06200∗250.15∗Young’s modulus was reduced by 20%.


### 4.2. Results and Discussion

Figure15(a) shows the measured deformation at ZQT-6 at Step6 and those calculated using different methods. Different from the two cases mentioned in the previous study, the cross wall was only constructed from GL-32 m to GL-44 m. Therefore, there was no significant difference between the MEFB method and the EFB method for the wall deflection above the bottom of the foundation pit. Within the height of 0 to −19 m, the deformation calculated by the MEFB method was a bit smaller than the field observation. However, due to the water level recharge to GL-19m in step 5, the field observations were smaller than the results of the MEFB method. Under this complex excavation condition, the proposed results did not fully match the field observation and 3D analysis, but the results were still within a reasonable range compared with the EFB method.Figure 15
Comparison of the computed maximum lateral wall deflections at various sections and those from field observation for YDM. (a) Wall deflection at ZTQ-6. (b) Wall deformations at GL-26.0m in various cross-sections (d/L).
(a)(b)Figure15(b) shows that δd,m at different sections was fitting well with the 3D analysis results and field observations but was much less than the result of the EFB method. The support effect of the cross wall decreases with the increase of distance d from calculation sections to the cross wall, reaching the maximum value at section d/L=0.5. The δd,m value at section d/L=0 was calculated to have a 16.3% reduction compared with section d/L=0.5. This reduction ratio was smaller than that of Case 1 and Case 2 due to the smaller cross wall interval L which affected stiffness. Besides, δd,m calculated by the MEFB method was less than that of the EFB method by over 38.8%. This reduction rate was significantly smaller than that of Case 1 and Case 2 because the cross wall only existed below the pit bottom. The inclinometer points ZQT10 and ZQT11 were located at a structural hinge with a strong corner effect, so the measured value was much smaller.Figure16 shows the results of the middle section of the diaphragm wall in step 6 under the two methods, where (a) denotes the earth pressure outside the diaphragm wall, (b), (c), and (d) denote the wall deflection δd, bending moment Mv, and shear force Fs, respectively. Table 6 shows the maximum values in two calculation cases.Figure 16
Comparison of the wall deformation using MEFB and EFB methods.
(a)(b)(c)(d)Table 6
Calculation results of MEFB method and EFB method.
Methodδd,m (mm)+MV,mkN.m)−MV,mkN.m+FS,m (kN)−FS,m (kN)AS (mm2)EFB29.36+3740−3117+1322-105310842MEFB18.16+3185−2703+950-9879050The results were similar in the upper part of the wall but were much smaller after excavation to a certain depth with the MEFB method. The values ofδd,m, MV,m, and FS,m were reduced by 38.1%, 14.8%, and 25.3%, respectively. Besides, the wall reinforcement area AS calculated based on the maximum bending moment can be reduced by 16.5% compared with the EFB method. Therefore, the MEFB method can be used for the structural calculation to achieve the most economical design within the limit bearing capacity.


## 4.1. Project Overview

The proposed method in this paper had been applied to a completed excavation project of Yongdingmen station of Beijing Metro Line 8, abbreviated as the YDM project. Monitoring points and wall excavation geometry are shown in Figure13(a). A diaphragm wall with 1.2 m thickness was used as the retaining system of the excavation. Several 1 m-thick cross walls were used to divide the excavation into 16 bays, and 12 inclinometers at different locations were installed on the walls. Figure 13(b) shows the schematic graph of retaining structure, stratum, and excavation (section A-A). The cross wall was backfilled within concrete between GL-32 m and GL-44 m. The beam-floor was densely arranged at intervals of several meters in the horizontal direction. The interval of 1BF, 2BF, and 3BF were 4.5 m, 9 m, and 9m, respectively. In addition, a 4 m thickness concrete slab was performed at the bottom of the foundation pit. The construction depth was 36.5 m, and the groundwater level was GL-19.0 m. The toes of diaphragm walls and cross walls were embedded 8 m in the Cb layer.Figure 13
Excavation geometry and stratigraphy for YDM project. (a) Cross wall geometry and monitoring layout. (b) Excavation sequence and soil layer profiles.
(a)(b)Figure14 illustrates the YDM project excavation and three-dimensional finite element mesh used for analysis. A 10-noded tetrahedral element was applied to simulate the soil volume. Soil movements normal to the four vertical sides were restrained (roller boundary), whereas soil movements were restrained in all directions at the bottom of the geometry (fixed boundary). The distance between the diaphragm walls and the outer boundary of the mesh was larger than five times the final excavation depth He to minimize the boundary effect [20].Figure 14
Three-dimensional finite element mesh for analysis.The Hardening Soil model [16], abbreviated as HS model, was adopted for this numerical model. This model must input 11 parameters c′,∅,′ψ,E50ref,Eoedref,Eurref,m,vur,pref,KoNC,Rf to reflect the mechanical behavior of soil. The structural members such as diaphragm walls, cross walls, and concrete slabs employed were made of plate elements and simulated as linear elastic material as well as the concrete strut. Considering the possibility of the microcracks in concrete after structural deflection, the elastic modulus of the structure has been reduced by 20% [21, 22]. The input parameters of the soil layer and structure are all shown in Table 5.Table 5
Input parameters of the soil layer and structural members for the YDM excavation.
Soilμcs (kPa)K0NCE50ref (MPa)Eoedref(MPa)Eurref (MPa)Rfmφ (°)ψ (°)SM0.3300.6418.34718.34755.0410.90.521.40CL0.33230.8422.43922.43967.3170.91.09.30SM0.3110.6123.00923.00969.2970.90.523.00SM0.380.5931.21831.21863.6450.91.024.20CB0.2750.351321323960.91.040.010CL0.3300.7432.07632.07696.2280.90.515.00CB0.2650.291981985940.91.045.015Structure typeThickness (m)E (MPa)γ (kN⋅m−3)μDiaphragm wall1.225200∗250.15Cross wall1.025200∗250.15Concrete slabs4.023100∗240.3Concrete strut1.06200∗250.15∗Young’s modulus was reduced by 20%.


## 4.2. Results and Discussion

Figure15(a) shows the measured deformation at ZQT-6 at Step6 and those calculated using different methods. Different from the two cases mentioned in the previous study, the cross wall was only constructed from GL-32 m to GL-44 m. Therefore, there was no significant difference between the MEFB method and the EFB method for the wall deflection above the bottom of the foundation pit. Within the height of 0 to −19 m, the deformation calculated by the MEFB method was a bit smaller than the field observation. However, due to the water level recharge to GL-19m in step 5, the field observations were smaller than the results of the MEFB method. Under this complex excavation condition, the proposed results did not fully match the field observation and 3D analysis, but the results were still within a reasonable range compared with the EFB method.Figure 15
Comparison of the computed maximum lateral wall deflections at various sections and those from field observation for YDM. (a) Wall deflection at ZTQ-6. (b) Wall deformations at GL-26.0m in various cross-sections (d/L).
(a)(b)Figure15(b) shows that δd,m at different sections was fitting well with the 3D analysis results and field observations but was much less than the result of the EFB method. The support effect of the cross wall decreases with the increase of distance d from calculation sections to the cross wall, reaching the maximum value at section d/L=0.5. The δd,m value at section d/L=0 was calculated to have a 16.3% reduction compared with section d/L=0.5. This reduction ratio was smaller than that of Case 1 and Case 2 due to the smaller cross wall interval L which affected stiffness. Besides, δd,m calculated by the MEFB method was less than that of the EFB method by over 38.8%. This reduction rate was significantly smaller than that of Case 1 and Case 2 because the cross wall only existed below the pit bottom. The inclinometer points ZQT10 and ZQT11 were located at a structural hinge with a strong corner effect, so the measured value was much smaller.Figure16 shows the results of the middle section of the diaphragm wall in step 6 under the two methods, where (a) denotes the earth pressure outside the diaphragm wall, (b), (c), and (d) denote the wall deflection δd, bending moment Mv, and shear force Fs, respectively. Table 6 shows the maximum values in two calculation cases.Figure 16
Comparison of the wall deformation using MEFB and EFB methods.
(a)(b)(c)(d)Table 6
Calculation results of MEFB method and EFB method.
Methodδd,m (mm)+MV,mkN.m)−MV,mkN.m+FS,m (kN)−FS,m (kN)AS (mm2)EFB29.36+3740−3117+1322-105310842MEFB18.16+3185−2703+950-9879050The results were similar in the upper part of the wall but were much smaller after excavation to a certain depth with the MEFB method. The values ofδd,m, MV,m, and FS,m were reduced by 38.1%, 14.8%, and 25.3%, respectively. Besides, the wall reinforcement area AS calculated based on the maximum bending moment can be reduced by 16.5% compared with the EFB method. Therefore, the MEFB method can be used for the structural calculation to achieve the most economical design within the limit bearing capacity.


## 5. Parametric Study of the Cross Wall

The MEFB method was expected to optimize the design parameters of the cross wall. Ou et al. [23] proposed the plane strain ratio (PSR) which was initially defined as the ratio of the maximum deformation of each profile and the maximum deformation under the plane strain state. Based on the definition of Ou, this paper defined the PSRd as(19)PSRd=Δδd,meδh,ef,where Δδd,me is the maximum wall deformation on various sections of the MEFB method and δh,ps is the maximum wall deformation under the EFB method. A smaller PSRd value represents a stronger supporting function of the cross wall and vice versa. When PSRd = 1, it means that there was no cross wall effect.


### 5.1. Effect of the Cross Wall Interval

The cross wall interval was a determining parameter for calculating the equivalent stiffness. Therefore, variations ofPSRd values at different sections (d/L) under the case of B/L = ∞, 2, 4, 6, 8, 16, 20 are shown in Figure 17. Of these, B/L = ∞ meant no cross wall. In other cases, the corner effect causes a notably small PSRd value at the section d/L = 0 and d/L = 1 and reached the maximum values at the section of d/L = 0.5. Besides, the PSRd value of each section reduced with the decrease of the interval. When the interval decreased to B/L = 8, the PSRd values near the cross wall decreased significantly and the curve becomes smooth. For B/L = 16 and 20, the PSRd curve remained subdued and the reduction of PSRd values was limited.Figure 17
Relationship betweenPSRd and the cross wall interval.In conclusion, the reduction ofPSRd was limited when the interval was reduced to a certain extent. Too much reduction of the cross wall interval did not make full use of the corner effect. Therefore, each project has a critical width ratio (B/Lcr). The (B/Lcr) of YDM project was 8, and it meant that that the excavation was best divided into 8 bays.


### 5.2. Effect of the Cross Wall Depth

According to the stiffness calculation formula, the embedding depth of the cross wall (hcw) was another parameter that determines the spring stiffness. Theoretically, the PSRd value was the smallest when hcw/hdw = 1, but the construction cost was wasted. Therefore, a critical embedded depth ratio, (hcw/hdw)cr, was defined to study the optimal cross wall embedded ratio. Any value beyond this critical ratio will no longer cause the PSRd value to decrease.By plotting the relationship between thePSRd values at section A-A and the ratio of hcw/hdw, the critical embedding depth for YDM project can be expressed as (hcw/hdw)cr = 0.5, as shown in Figure 18; when (hcw/hdw)cr was greater than 0.5, the PSRd values no longer decreased. This meant that if the other construction factors such as concrete filling were ignored, it was most reasonable to set the cross wall embedded depth as half of the diaphragm wall embedded depth.Figure 18
Relationship betweenPSRd and the cross wall embedding depth.


### 5.3. Effect of the Cross Wall Arrangement

Under the condition that the number of the bays was determined, the forms of 8 vertical bays and 8 horizontal bays were designed to study the effect of the cross wall arrangement. Figure19 plots the values at the midline of two cross walls under two different cases.Figure 19
Relationship betweenPSRd and the arrangement of the cross wall.Above GL + 15 m, thePSRd values were approximately equal to 1 under two cases, but under GL-20 m, both values were decreased prominently. Moreover, the PSRd values of the vertical cross wall arrangement reduced faster compared with the horizontal arrangement. The value of the 8 vertical bays near the bottom (GL-36 m) was only 0.218 and reduced 60.3% compared with the 8 horizontal bays. Therefore, the vertical cross wall bays have a better counteraction on limiting the lateral wall deformation. When choosing the same space area, it was better to use vertical cross wall bays in practical engineering.


## 5.1. Effect of the Cross Wall Interval

The cross wall interval was a determining parameter for calculating the equivalent stiffness. Therefore, variations ofPSRd values at different sections (d/L) under the case of B/L = ∞, 2, 4, 6, 8, 16, 20 are shown in Figure 17. Of these, B/L = ∞ meant no cross wall. In other cases, the corner effect causes a notably small PSRd value at the section d/L = 0 and d/L = 1 and reached the maximum values at the section of d/L = 0.5. Besides, the PSRd value of each section reduced with the decrease of the interval. When the interval decreased to B/L = 8, the PSRd values near the cross wall decreased significantly and the curve becomes smooth. For B/L = 16 and 20, the PSRd curve remained subdued and the reduction of PSRd values was limited.Figure 17
Relationship betweenPSRd and the cross wall interval.In conclusion, the reduction ofPSRd was limited when the interval was reduced to a certain extent. Too much reduction of the cross wall interval did not make full use of the corner effect. Therefore, each project has a critical width ratio (B/Lcr). The (B/Lcr) of YDM project was 8, and it meant that that the excavation was best divided into 8 bays.


## 5.2. Effect of the Cross Wall Depth

According to the stiffness calculation formula, the embedding depth of the cross wall (hcw) was another parameter that determines the spring stiffness. Theoretically, the PSRd value was the smallest when hcw/hdw = 1, but the construction cost was wasted. Therefore, a critical embedded depth ratio, (hcw/hdw)cr, was defined to study the optimal cross wall embedded ratio. Any value beyond this critical ratio will no longer cause the PSRd value to decrease.By plotting the relationship between thePSRd values at section A-A and the ratio of hcw/hdw, the critical embedding depth for YDM project can be expressed as (hcw/hdw)cr = 0.5, as shown in Figure 18; when (hcw/hdw)cr was greater than 0.5, the PSRd values no longer decreased. This meant that if the other construction factors such as concrete filling were ignored, it was most reasonable to set the cross wall embedded depth as half of the diaphragm wall embedded depth.Figure 18
Relationship betweenPSRd and the cross wall embedding depth.


## 5.3. Effect of the Cross Wall Arrangement

Under the condition that the number of the bays was determined, the forms of 8 vertical bays and 8 horizontal bays were designed to study the effect of the cross wall arrangement. Figure19 plots the values at the midline of two cross walls under two different cases.Figure 19
Relationship betweenPSRd and the arrangement of the cross wall.Above GL + 15 m, thePSRd values were approximately equal to 1 under two cases, but under GL-20 m, both values were decreased prominently. Moreover, the PSRd values of the vertical cross wall arrangement reduced faster compared with the horizontal arrangement. The value of the 8 vertical bays near the bottom (GL-36 m) was only 0.218 and reduced 60.3% compared with the 8 horizontal bays. Therefore, the vertical cross wall bays have a better counteraction on limiting the lateral wall deformation. When choosing the same space area, it was better to use vertical cross wall bays in practical engineering.


## 6. Conclusions

The modified Winkler foundation beam (MEFB method) presented in this paper can be used to analyze the deflection of the diaphragm-cross wall system during excavation. As shown in the figure, the predicted wall deflections using the MEFB method were similar to the 3D analysis results and field observations, but much smaller than the results calculated by the EFB method. According to the proposed method, the diaphragm wall deflection was the largest at the location where cross walls were installed and decreased with increasingd to the cross wall, up to the midline of two cross walls. δd,m of the MEFB method was predicted to have a reduction of 40–60% compared to δd,m of the MEFB method.PSRd based on MEFB method was defined to optimize the parameters of the cross wall. Results showed that the critical interval ratio (B/L)cr = 8 and the critical embedded depth ratio (hcw/hdw)cr = 0.5 were more economical to control the diaphragm wall deformation. Furthermore, the wall deformation caused by vertical cross wall bays was much smaller than that of horizontal cross wall bays.



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*Source: 8838489-2021-07-26.xml*