Foundation pit enclosure wall top end displacement calculation method and system based on inclined struts

Abstract

The invention discloses a foundation pit enclosure wall top end displacement calculation method and system based on inclined struts. The method comprises the steps that 1, the foundation pit enclosure wall based on the inclined struts is simplified into a rod piece structure model; 2, the rod piece structure model is of a cubic statically indeterminate structure, redundant constraints of the model are removed, unknown force is used for replacement, and a force normal equation is established; 3, solving unknown force in the force normal equation; and 4, obtaining the displacement of the top end of the enclosure wall by using a virtual force method. According to the calculation method, the displacement of the top end of the enclosure wall based on the inclined strut is simply and quickly calculated, complex parameter calibration or participation of numerous professionals is not needed, and the construction efficiency is greatly improved.

Description

Technical Field

[0001] The present invention belongs to the field of underground engineering, and in particular relates to a method and system for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing. Background Art

[0002] Due to the rapid development of urban construction and the further development of underground space, foundation pit projects are gradually increasing. Calculation methods for the top displacement of foundation pit retaining walls play an important role in engineering safety monitoring. Currently, the following methods are commonly used to detect or calculate the displacement of the top of retaining structures: 1. Traditional optical measurement methods: This method uses instruments such as total stations, theodolites, and steel rulers to measure displacement. This method has low accuracy over long distances and places stringent demands on site stability. It requires the establishment of immovable benchmarks near the foundation pit, which are often difficult to meet in actual construction. Furthermore, instrument operation requires the collaboration of multiple professionals, resulting in a complex and challenging process. 2. Calculation model: Zhai Jiequn et al. (Zhai Jiequn, Gao Guangyun, Feng Shijin. Calculation method for displacement of double-row bored pile-mixed pile composite retaining structures [J]. Chinese Journal of Geotechnical Engineering, 2006(S1):1517-1521) established a practical calculation method for composite retaining structures based on the M-method and verified its accuracy through engineering examples. 3. Finite element numerical simulation analysis: Sun Ming (Sun Ming. Monitoring and numerical simulation analysis of the foundation pit retaining structure of Nanjing Gupinggang subway [J]. Construction Technology. 2023, 54(16): 1986-1990) used ABAQUS finite element software to simulate the horizontal displacement of the pile wall of the foundation pit retaining structure. Although the above method can measure and calculate the displacement of the retaining structure well, it requires complex parameter calibration or the participation of many professionals in the calculation, making it difficult to achieve rapid application. Summary of the Invention

[0003] In view of the shortcomings of the existing technology, the present invention proposes a calculation method and system for the top displacement of the foundation pit retaining wall based on the diagonal brace. The method realizes the simple, fast and accurate calculation of the top displacement of the foundation pit retaining wall based on the diagonal brace.

[0004] The technical solutions of the present invention are as follows:

[0005] A method for calculating the displacement of the top of a foundation pit retaining wall based on diagonal bracing comprises the following steps:

[0006] Step 1: Simplify the foundation pit retaining wall based on diagonal bracing into a rod structure model;

[0007] Step 2: The rod structure model is a cubic hyperstatic structure. The redundant constraints of the model are removed, and the unknown forces are replaced and the force method equation is established;

[0008] Step 3: Solve the unknown forces in the force method equation;

[0009] Step 4: Use the virtual force method to obtain the displacement of the top of the retaining wall.

[0010] Furthermore, in step 1, the simplification to a member structure model is as follows: the vertical plate of the enclosure wall is taken as a calculation unit and simplified into a first member, and the diagonal brace is simplified into a second member; the bottom end of the first member adopts a rigid support, and the top end is rigidly connected to the near-wall end of the second member; the far-wall end of the second member is set as a rigid support with a lateral elastic constraint by a spring;

[0011] In the rod structure model, the retaining wall is subjected to static earth pressure away from the diagonal brace, and is subjected to passive earth pressure close to the diagonal brace.

[0012] The static earth pressure is the lateral earth pressure acting on the retaining wall. Its mechanical mechanism is based on the assumption that the soil is in elastic equilibrium when the retaining wall is not displaced. The model also considers the additional effect of the surface overload outside the pit. The overload acts on the retaining wall in the form of a trapezoidal distributed load. The static earth pressure is formed by combining the soil pressure and the trapezoidal distributed load.

[0013] The passive earth pressure is: when the excavation of the foundation pit causes the retaining wall to move into the pit, the soil in front of the wall will undergo passive plastic deformation. At this time, the soil enters a limit equilibrium state, forming passive earth pressure.

[0014] Furthermore, the redundant constraints are constraints used to enhance the stability of the rod structure or prevent additional deformation of the rod structure, except for the constraints that make the rod structure a cubically statically determinate structure.

[0015] Furthermore, in step 2, the redundant constraints are constraints other than those that make the rod structure a cubically statically determinate structure, and the remaining constraints are used to enhance the stability of the rod structure or prevent additional deformation of the rod structure. The force method equation is:

[0016] ξ 11 X1+ξ 12 X2+ξ 13 X3+ξ 1P =0

[0017] ξ 21 X1+ξ 22 X2+ξ 23 X3+ξ 2P =0

[0018] ξ 31 X1+ξ 32 X2+ξ 33 X3+ξ 3P =0

[0019] Where: X i is the unknown force replaced after removing redundant constraints; iPis the load along X generated by the static earth pressure zone and the passive earth pressure zone i Displacement in the direction; ji By X i = 1 produces a unit force along the X i The displacement in the direction, i and j are 1, 2 or 3.

[0020] Furthermore, in step 3, the unknown force is solved by: obtaining ξ based on the principle of virtual work, unit load method, graphical multiplication method and displacement reciprocity theorem 11 ,ξ 12 ,ξ 13 ,ξ 21 ,ξ 22 ,ξ 23 ,ξ 31 ,ξ 32 ,ξ 33 and ξ 1P ,ξ 2P ,ξ 3P ;Finally, the unknown forces X1, X2, and X3 are calculated through the equations in the simultaneous force method.

[0021] Furthermore, in step 4, the displacement of the top of the retaining wall obtained by using the virtual force method is specifically:

[0022] Apply a horizontal unit load to the top point of the retaining wall and calculate the displacement of the point along the load direction. The top displacement calculation formula is:

[0023]

[0024] Where: S is the displacement of the top of the vertical plate of the retaining wall; For the rod structure, due to X i = bending moment caused by 1 unit force, X is the diagonal brace in the rod structure. i = 1 unit force resulting from the axial force; is the bending moment of the member structure due to the static earth pressure and passive earth pressure load, It is the axial force generated by the diagonal brace in the member structure due to the static earth pressure and passive earth pressure loads; is the bending moment caused by the horizontal unit load on the member structure, It is the axial force caused by the diagonal brace in the member structure under the action of the horizontal unit load.

[0025] A computer-readable storage medium stores a computer program, which, when executed by a processor, implements any of the methods for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing.

[0026] A system for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing, the system comprising:

[0027] one or more processors;

[0028] a memory for storing one or more programs;

[0029] When the one or more programs are executed by the one or more processors, the one or more processors implement any one of the methods for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing.

[0030] Beneficial effects:

[0031] The calculation method provided by this invention reduces reliance on expensive measurement equipment, complex parameter calibration, and specialized teams, lowering both labor and equipment costs. Furthermore, by replacing some field measurements with theoretical models, the cumbersome process of multi-person collaboration and specialized instrument operation is eliminated, saving long-term investment in engineering monitoring. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] The accompanying drawings described herein further explain the present invention and constitute a part of the present invention. The description of the present invention is used to explain the present invention and does not constitute an improper limitation of the present invention. In the accompanying drawings:

[0033] Figure 1 This is a simplified schematic diagram of a rod structure model according to an embodiment of the present invention;

[0034] Figure 2 A schematic diagram of a basic force method system according to an embodiment of the present invention;

[0035] Figure 3 This is a schematic diagram of the parameters of a rod structure model according to an embodiment of the present invention;

[0036] Figure 4 This is a schematic diagram of the unknown force X1 acting on an embodiment of the present invention;

[0037] Figure 5 This is a schematic diagram of the unknown force X2 acting on an embodiment of the present invention;

[0038] Figure 6 This is a schematic diagram of the unknown force X3 acting on an embodiment of the present invention;

[0039] Figure 7 A schematic diagram of the decomposition of static earth pressure and passive earth pressure according to an embodiment of the present invention;

[0040] Figure 8 This is a schematic diagram of the function of q1 according to an embodiment of the present invention;

[0041] Figure 9 This is a schematic diagram of the function of q2 according to an embodiment of the present invention;

[0042] Figure 10 This is a schematic diagram of the function of q3 according to an embodiment of the present invention;

[0043] Figure 11 This is a schematic diagram of the function of q4 according to an embodiment of the present invention;

[0044] Figure 12 This is a schematic diagram of applying unit load using the virtual force method according to an embodiment of the present invention;

[0045] Figure 13 This is a schematic diagram of a finite element calculation model of an embodiment of the present invention. DETAILED DESCRIPTION

[0046] The present invention will be described in detail below with reference to the accompanying drawings, and the purpose and effects of the present invention will become more apparent. It should be understood that the accompanying drawings are only used to explain the present invention and are not intended to limit the present invention.

[0047] The calculation method of the top displacement of the foundation pit retaining wall based on the diagonal brace includes the following steps:

[0048] Step 1: Simplify to a rod structure

[0049] like Figure 1 、 2 As shown in Figures 3 and 4, a 1-meter-wide vertical strip of the retaining wall is used as the calculation unit and simplified as a member. Rigid supports are used at each end of the member, while the other end is rigidly connected to a diagonal brace. The diagonal brace is simplified as a member, with its near-wall end rigidly connected to the retaining wall beam unit and its far-wall end rigidly supported with a lateral elastic constraint. In the theoretical model, the earth pressure behind the retaining wall can be characterized as a static earth pressure. The mechanical mechanism is based on the assumption that the soil is in elastic equilibrium without significant wall displacement. Furthermore, the model must account for the additional effect of the surface overload outside the pit, which acts as a trapezoidal distributed load on the static earth pressure system, forming a composite stress field. The design value of the surface overload is typically limited to no more than 30 kPa to control the level of additional soil stress. When excavation causes the retaining structure to displace inward, the soil in front of the wall undergoes passive plastic deformation, entering a state of limit equilibrium and forming a passive earth pressure zone.

[0050] Step 2: Establish the force equation

[0051] like Figure 2 As shown, the structure is a 3-fold hyperstatic structure. The redundant constraints of the structure are removed and the unknown force X is used. iInstead, the basic force method system is obtained. The redundant constraints are the rotation constraint at the bottom of the retaining wall, the rotation constraint at the far wall end of the diagonal brace, and the vertical displacement constraint at the far wall end of the diagonal brace, which are replaced by unknown forces X1, X2, and X3 respectively. The remaining constraints include: the vertical displacement constraint at the bottom of the retaining wall, the horizontal displacement constraint at the bottom of the retaining wall, and the spring at the far wall end of the diagonal brace. Unit force X i =1 acts alone, the corresponding displacement is ξ 1i ,ξ 2i ,ξ 3i ;Unknown force X i When acting alone, the corresponding displacement is ξ 1i X i ,ξ 2i X i ,ξ 3i X i .

[0052] ξ 11 X1+ξ 12 X2+ξ 13 X3+ξ 1P =0

[0053] ξ 21 X1+ξ 22 X2+ξ 23 X3+ξ 2P =0

[0054] ξ 31 X1+ξ 32 X2+ξ 33 X3+ξ 3P =0

[0055] Where: X i is the unknown force replaced after removing the constraint; ξ iP is the load along X i Displacement in the direction; ji By unit force X i =1 produces the edge X i The displacement in the direction of the displacement is often called the flexibility coefficient.

[0056] Step 3: Calculate the unknown forces

[0057] First calculate the coefficient terms:

[0058]

[0059]

[0060] Where: l1 is the length of the enclosure wall unit; l2 is the length of the brace unit; α is the angle between the enclosure wall and the brace; EI1 is the bending stiffness of the enclosure wall unit; EI2 is the bending stiffness of the brace; EA2 is the axial stiffness of the brace; d is the height difference from the base of the enclosure wall to the end of the brace, calculated as d = l1 - l2 · cosα; k is the elastic coefficient of the brace support spring. According to the displacement reciprocity theorem, we can get ξ ij =ξ ji .

[0061] Then calculate the free term:

[0062]

[0063]

[0064]

[0065] Where: Both static earth pressure and passive earth pressure increase linearly with depth. Figure 7 As shown in the figure, for the convenience of calculation, the static earth pressure and passive earth pressure are divided into two parts, one is the uniform load, and the other is the load that increases linearly with depth from zero. q1 is the uniform load part of the static earth pressure, q2 is the uniform load part of the passive earth pressure, q3 is the linear increase part of the static earth pressure, and q4 is the linear increase part of the passive earth pressure. l1, l2,

[0066] EI1, EI2, EA2, d, k, and α are consistent with the parameters expressed in the previous formula.

[0067] The unknown forces X1, X2, and X3 can be solved by solving the simultaneous equations.

[0068] Step 4: Calculate the displacement of the top of the retaining wall

[0069] like Figure 12 As shown in Figure 2, the virtual force method is used to solve the displacement. A horizontal unit load is applied to the top of the retaining wall, and the displacement of the point along the load direction is calculated.

[0070]

[0071] To facilitate calculation and shorten the length of the formula, some of the same contents in the formula are simplified to M0. M0 is also the bending moment at the connection between the retaining wall and the diagonal brace under the horizontal unit load applied by the virtual force method.

[0072]

[0073] Calculate the displacement of the member structure under the original load.

[0074]

[0075] Adding all the above displacements gives the total displacement S.

[0076]

[0077] Where: S is the displacement of the top of the retaining wall; Figure 4-6 As shown, The rod structure is affected by the action X i = 1 and the bending moment caused by The diagonal brace in the rod structure is affected by the action X i =1 and the resulting axial force; Figure 8-11 As shown, is the bending moment generated by the static earth pressure and passive earth pressure loads q1, q2, q3, q4 of the member structure, It is the axial force generated by the diagonal brace in the rod structure due to the static earth pressure and passive earth pressure loads q1, q2, q3, q4, that is, Figures 8-11 in is the bending moment caused by the horizontal unit load on the member structure, that is, Figure 12 M0 in is the axial force caused by the diagonal brace in the member structure under the applied horizontal unit load. X1, X2, X3, q1, q2, q3, q4, l1, l2, EI1, EI2, EA2, d, k, and α are the same as those expressed in the previous formula.

[0078] Finite Element Calculation Comparison Case

[0079] Two-dimensional finite element simulations were performed using Plaxis2d.

[0080] The basic parameters of the model are as follows:

[0081] Model boundary: 75 meters horizontally, 26.3 meters vertically

[0082] Structural properties: Set the vertical plate of the retaining wall with a length of l1=14, set the diagonal brace with a length of l2=30.265, α=1.44, and d=10.

[0083] An anchor rod is set at the end of the diagonal brace, the material of which is set to spring, and a point displacement restriction is applied so that the point can only move in the horizontal direction.

[0084] Load properties: Line loads are set 5 meters outside the foundation pit and 3 meters inside the foundation pit, with sizes of 30kN / m and 20kN / m respectively, and lengths of 7 meters and 5 meters respectively.

[0085] Structural material properties:

[0086] Support spring: k = 100000

[0087] Enclosure wall and diagonal bracing: EI1 = 6798600, EI2 = 600000, EA2 = 1.47e7, all with a load of 8kN / m 3

[0088] Soil stratification:

[0089] Drill holes were set up and the soil was divided into 5 layers, with the top layer being 20.3 meters, the first layer to 18.48 meters, the second layer to 17.68 meters, the third layer to 10.58 meters, the fourth layer to 9.08 meters, and the bottom being -6 meters.

[0090] Soil material properties:

[0091] First layer: HS-small (soil hardening-small strain) constitutive model, weight 21kN / m 3 , stiffness parameter Poisson's ratio 0.2, small strain parameter γ 0.7 =0.00001, intensity parameter C′ ref =10kN / m 2 , The rest of the parameters used the software default parameters.

[0092] Second layer: HS-small (soil hardening-small strain) constitutive model, with a load of 21 kN / m 3 , stiffness parameter Poisson's ratio 0.2, small strain parameter γ 0.7 =0.00001, intensity parameter C′ ref =37.77kN / m 2 , The rest of the parameters used the software default parameters.

[0093] Layer 3: HS-small (soil hardening-small strain) constitutive model, with a load of 21 kN / m 3 , stiffness parameter Poisson's ratio 0.2, small strain parameter γ 0.7 =0.00001, intensity parameter C′ ref =35kN / m 2 , The rest of the parameters used the software default parameters.

[0094] Fourth layer: HS (hardened soil) constitutive, heavy 22kN / m 3 , stiffness parameter Poisson's ratio 0.2, strength parameter C'ref =25kN / m 2 ,

[0095] The rest of the parameters used the software default parameters.

[0096] Fifth layer: HS-small (soil hardening-small strain) constitutive model, weight 21kN / m 3 , stiffness parameter Poisson's ratio 0.2, small strain parameter γ 0.7 =0.00001, intensity parameter C′ ref =0kN / m 2 , The rest of the parameters used the software default parameters.

[0097] Where: l1, l2, d are in m, α is in radians, k is in kN / m, and EI1 and EI2 are in kN·m 2 , the unit of EA2 is kN.

[0098] The final displacement of the top of the retaining wall vertical plate is 0.003461 meters.

[0099] Calculation case of this embodiment

[0100] like Figure 1 、 2 ,3. The basic parameters of the model are as follows:

[0101] l1=14, l2=30.265, α=1.44, d=10

[0102] q1=50, q2=60, q3=200, q4=200

[0103] k=100000

[0104] EI1=6798600, EI2=600000, EA2=1.47e7

[0105] Where: l1, l2, d are in m, α is in radians, q1, q2, q3, q4 are in kN / m, k is in kN / m, EI1 and EI2 are in kN·m 2 , the unit of EA2 is kN, where the values ​​of q3 and q4 are the lowest values.

[0106] According to the third step, the coefficient terms and free terms are calculated:

[0107] ξ 11 =3.3321e-06, ξ 22=5.4598e-05,ξ 33 =0.030991

[0108] ξ 12 =ξ 21 =1.2803e-05

[0109] ξ 13 =ξ 31 =2.8323e-04

[0110] ξ 23 =ξ 32 =1.3860e-03

[0111] ξ 1p =-0.016256, ξ 2p =-0.074247, ξ 3p =-1.6680

[0112] Solving the simultaneous equations yields:

[0113] X1=1362.1774, X2=-5.0351, X3=41.5981

[0114] The fourth step calculates:

[0115]

[0116] Add the result:

[0117] S=0.0037643

[0118] The unit of S is m.

[0119] It can be seen that the results obtained by the calculation method provided by the present invention are close to those obtained by the traditional finite element method, but the calculation of the present invention is simpler and easier to implement, and does not require complex parameter calibration or the participation of many professionals in the calculation.

[0120] In addition, the present invention also provides a computer-readable storage medium on which a computer program is stored. When the program is executed by a processor, it implements any of the methods for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing.

[0121] The present invention also provides a system for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing, the system comprising:

[0122] one or more processors;

[0123] a memory for storing one or more programs;

[0124] When the one or more programs are executed by the one or more processors, the one or more processors implement any one of the methods for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing.

[0125] It will be understood by those skilled in the art that embodiments of the present invention may be provided as methods, systems, or computer program products. Thus, the present invention may take the form of an entirely hardware embodiment, an entirely software embodiment, or an embodiment combining software and hardware. Furthermore, the present invention may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to magnetic disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0126] Any modifications, equivalent substitutions, etc. made within the spirit and principles of the invention should be included in the scope of protection of the invention.

Claims

1. A method for calculating the displacement of the top of a foundation pit retaining wall based on diagonal bracing, characterized in that the steps include: Step 1: Simplify the foundation pit retaining wall based on diagonal bracing into a rod structure model; Step 2: The rod structure model is a cubic hyperstatic structure. The redundant constraints of the model are removed, and the unknown forces are replaced and the force method equation is established; Step 3: Solve the unknown forces in the force method equation; Step 4: Use the virtual force method to obtain the displacement of the top of the retaining wall.

2. The method for calculating the top displacement of the foundation pit retaining wall based on the diagonal bracing according to claim 1 is characterized in that: In step 1, the simplified rod structure model is as follows: the vertical plate of the enclosure wall is taken as the calculation unit and simplified into the first rod, and the diagonal brace is simplified into the second rod; the bottom end of the first rod adopts a rigid support, and the top end is rigidly connected to the near-wall end of the second rod; the far-wall end of the second rod is set as a rigid support with a lateral elastic constraint by a spring; In the rod structure model, the retaining wall is subjected to static earth pressure away from the diagonal brace, and is subjected to passive earth pressure close to the diagonal brace. The static earth pressure is the lateral earth pressure acting on the retaining wall. Its mechanical mechanism is based on the assumption that the soil is in elastic equilibrium when the retaining wall is not displaced. The model also considers the additional effect of the surface overload outside the pit. The overload acts on the retaining wall in the form of a trapezoidal distributed load. The static earth pressure is formed by combining the soil pressure and the trapezoidal distributed load. The passive earth pressure is: when the excavation of the foundation pit causes the retaining wall to move into the pit, the soil in front of the wall will undergo passive plastic deformation. At this time, the soil enters a limit equilibrium state, forming passive earth pressure.

3. The method for calculating the top displacement of the foundation pit retaining wall based on diagonal bracing according to claim 2 is characterized in that: The redundant constraints are constraints used to enhance the stability of the rod structure or prevent additional deformation of the rod structure, except for the constraints that make the rod structure a cubically statically determinate structure.

4. The method for calculating the top displacement of the foundation pit retaining wall based on diagonal bracing according to claim 2 is characterized in that: In step 2, the force equation is: x 11 X1+ξ 12 X2+ξ 13 X3+ξ 1P =0 x 21 X1+ξ 22 X2+ξ 23 X3+ξ 2P =0 x 31 X1+ξ 32 X2+ξ 33 X3+ξ 3P =0 Where: X i The unknown force replaced after removing the redundant constraints; ξ iP is the load along X generated by the static earth pressure zone and the passive earth pressure zone i Displacement in the direction; ji By X i = 1 produces a unit force along the X i The displacement in the direction, i and j are 1, 2 or 3.

5. The method for calculating the top displacement of the foundation pit retaining wall based on the diagonal bracing according to claim 4 is characterized in that: In step 3, the unknown force is solved by: obtaining ξ based on the principle of virtual work, unit load method, graphical multiplication method and displacement reciprocity theorem 11 ,ξ 12 ,ξ 13 ,ξ 21 ,ξ 22 ,ξ 23 ,ξ 31 ,ξ 32 ,ξ 33 and ξ 1P ,ξ 2P ,ξ 3P ;Finally, the unknown forces X1, X2, and X3 are calculated through the equations in the simultaneous force method.

6. The method for calculating the top displacement of the foundation pit retaining wall based on diagonal bracing according to claim 5 is characterized in that: In step 4, the displacement of the top of the retaining wall obtained by using the virtual force method is specifically: Apply a horizontal unit load to the top point of the retaining wall and calculate the displacement of the point along the load direction. The top displacement calculation formula is: Where: S is the displacement of the top of the vertical plate of the retaining wall; For the rod structure, due to X i = bending moment caused by 1 unit force, X is the diagonal brace in the rod structure. i = 1 unit force resulting from the axial force; is the bending moment of the member structure due to the static earth pressure and passive earth pressure load, It is the axial force generated by the diagonal brace in the member structure due to the static earth pressure and passive earth pressure loads; is the bending moment caused by the horizontal unit load on the member structure, It is the axial force caused by the diagonal brace in the member structure under the action of the horizontal unit load.

7. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the program is executed by a processor, the method for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing as described in any one of claims 1 to 6 is implemented.

8. A system for calculating the top displacement of a foundation pit retaining wall based on diagonal bracing, characterized in that: The system includes: one or more processors; a memory for storing one or more programs; When the one or more programs are executed by the one or more processors, the one or more processors implement the method for calculating the top displacement of the foundation pit retaining wall based on diagonal bracing as described in any one of claims 1 to 6.

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