A method for controlling the stability and deformation of deep foundation pits

Abstract

This invention discloses a method for controlling the stability deformation of deep foundation pits, comprising the following steps: installing retaining piles, top beams, ground beams, and reinforcing beams, and establishing corresponding grid abstract models; setting pressure sensors on the fastening nodes connecting the reinforcing beams and retaining piles, and setting tensioning mechanisms between adjacent retaining piles, which are then loaded onto the grid abstract model as node spacing influencing factors; using the deep foundation pit maintenance limit data and the case of zero force as two parallel force standard surfaces according to construction site standards; forming a mesh-like force surface between the two force standard surfaces based on pressure sensor readings and position information to obtain the distance change trend between adjacent pressure sensors; and tightening each tensioning mechanism sequentially from the point of most prominent deformation outwards according to the relationship between the deformation degree of the mesh-like force surface and the lateral force on the nodes.

Description

Technical Field

[0001] This invention relates to the field of electrical digital data processing related to construction, and in particular to a method for controlling the stability and deformation of deep foundation pits. Background Technology

[0003] Monitoring the deep horizontal displacement of the retaining structure of deep foundation pits is one of the important indicators reflecting construction safety. By using the deformation data continuously obtained during construction to judge the safety situation around the foundation pit and to guide the next step of construction, it is one of the essential information technology tools that must be used in deep foundation pit engineering and a major basis for safety supervision.

[0004] Traditional safety monitoring deformation data is typically presented in tabular form or by generating dozens of two-dimensional deformation curves for application. Viewing or analyzing this data requires constant filtering of measurement points, time periods, and depths. This method ignores the physical characteristics of the building envelope, monitoring only through numerical indicators. While it represents digital twin technology, it fails to fully reflect the physical characteristics of the building envelope and the actual control based on these physical characteristics.

[0005] Based on the above reasons, a method for controlling the stability and deformation of deep foundation pits is needed to solve the aforementioned problems. Summary of the Invention

[0006] This invention addresses the shortcomings of traditional safety monitoring methods that typically present deformation data in tabular form or generate dozens of two-dimensional deformation curves. These methods require constant filtering of measurement points, time periods, and depths for viewing and analysis, neglecting the physical characteristics of the retaining structure and relying solely on numerical indicators. While employing digital twin technology, these methods fail to fully reflect the physical characteristics of the retaining structure and the limitations of practical control based on these physical properties. This invention provides a method for controlling the stability deformation of deep foundation pits. By distinguishing the primary and secondary effects of the retaining structure through its relationship with the reinforcing structure, it simplifies and abstracts the actual structure, and controls overall deformation through distance control, thus resolving the aforementioned problems.

[0007] This invention provides a method for controlling the stability and deformation of deep foundation pits, comprising the following steps: Step 1: Install the retaining piles, top beams, ground beams, and reinforcing beams, and establish corresponding mesh abstract models; Step 2: Install pressure sensors at the fastening nodes connecting the reinforced beams and retaining piles, and install tensioning mechanisms between adjacent retaining piles. These sensors are then loaded onto the mesh abstract model as node spacing influencing factors. Step 3: Based on the construction site standards, the maintenance limit data for deep foundation pits and the case of zero stress are taken as two parallel stress standard planes; Step 4: Based on the pressure sensor readings and position information, form a mesh-like force surface between two standard force surfaces to obtain the trend of distance changes between adjacent pressure sensors; Step 5: Based on the relationship between the degree of deformation of the mesh-like stress surface and the lateral force on the nodes, tighten each tensioning mechanism sequentially from the point of most prominent deformation outwards.

[0008] The method for controlling the stability and deformation of deep foundation pits according to the present invention, as a preferred embodiment, includes the following specific method for installing the retaining piles, top beams, ground beams, and reinforcing beams in step one: Vertical retaining piles are evenly installed on the inner surface of the foundation pit. Top beams and ground beams are installed on the top and bottom outer surfaces of the retaining piles to connect them laterally. Reinforcing beams are evenly installed between the top beams and ground beams and are fastened to the retaining piles with fasteners.

[0009] In step two, the specific method for setting up a tensioning mechanism between adjacent retaining piles is to use a parallel reinforcing beam as the tensioning mechanism, and to set a connection between adjacent retaining piles at the midpoint height between adjacent reinforcing beams.

[0010] In the preferred embodiment of the deep foundation pit stability deformation control method described in this invention, in step one, after installing the top beam and the ground beam, the ends of the top beam and the ground beam are tightened first, and then the reinforcing crossbeam is installed.

[0011] The method for controlling the stability deformation of deep foundation pits according to the present invention, as a preferred embodiment, specifies the following method for determining the relationship between the degree of deformation of the mesh-like stressed surface and the lateral force on the nodes in step five: A vertically placed mesh structure is established in the simulation software. Metal deformation properties are added to the mesh structure and the free ends of the mesh structure are fixed. Gravity is applied to the space where the mesh structure is located, and a continuous curved surface is used to contact the mesh structure from the side to deform it to an equilibrium state. The data received by each node and the correspondence between the deformation of the nodes are recorded. After obtaining the minimum sample size through repeated simulation steps, linear regression is performed on the sample data to determine the relationship between the deformation degree of the mesh-like stress surface and the lateral force on the nodes, and new sample data is continuously obtained to correct the regression relationship.

[0012] In the deep foundation pit stability deformation control method described in this invention, as a preferred embodiment, the top beam, ground beam, and reinforcing crossbeam are all anchored at their ends.

[0013] The beneficial effects of this invention are as follows: This technical solution essentially uses digital twin technology to abstract the physical retaining structure into a grid structure. Physically, when the retaining structure fails, it will inevitably cause deformation and damage to the pit. Due to the grid-like characteristics and the features of the retaining piles, the horizontal structure is not used as the main component to achieve the retaining function in this scenario, but rather as an overall adjustment component. Through grid calculation, the spacing of the vertical structure is tightened to maintain the grid shape, thereby achieving deformation control of the deep foundation pit. Attached Figure Description

[0014] Figure 1 A flowchart of a method for controlling the stability and deformation of deep foundation pits; Figure 2 This is a schematic diagram of a deep foundation pit stability deformation control mechanism.

[0015] Figure label: 1. Retaining piles; 2. Top beam; 3. Ground beam; 4. Reinforcing crossbeam; 5. Tensioning mechanism Detailed Implementation

[0016] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.

[0017] Example 1 like Figure 1 As shown, a method for controlling the stability deformation of a deep foundation pit includes the following steps: Step 1: Install retaining piles 1, top beam 2, ground beam 3 and reinforcing crossbeam 4, and establish corresponding mesh abstract models; Step 2: Install pressure sensors on the fastening nodes connecting the reinforcing beam 4 and the retaining pile 1, and install tensioning mechanisms 5 between adjacent retaining piles 1, which are then loaded onto the mesh abstract model as node spacing influence factors. Step 3: Based on the construction site standards, the maintenance limit data for deep foundation pits and the case of zero stress are taken as two parallel stress standard planes; Step 4: Based on the pressure sensor readings and position information, form a mesh-like force surface between two standard force surfaces to obtain the trend of distance changes between adjacent pressure sensors; Step 5: Based on the relationship between the degree of deformation of the mesh-like stress surface and the lateral force on the nodes, tighten each tensioning mechanism 5 sequentially from the point of most prominent deformation outwards.

[0018] The core principle of the above process is that, due to the characteristics of the retaining piles 1, the transverse structure is not actually a direct enclosure, but rather an integral connection structure for the retaining piles 1. Considering the characteristics of the integral structure, this device can be approximately abstracted as a deformable mesh structure. When deformation potential is generated, the stress characteristics of the entire structure are consistent until it reaches a state of equilibrium. Therefore, lateral tightening to make the transverse lines taut is sufficient to meet the shear resistance effect. This prevents the vertically arranged retaining piles 1 from deforming or displacing and failing. In the retaining system, as long as the effect of the retaining piles is guaranteed, the overall retaining effect is satisfied. Therefore, this method achieves mutual restraint by tightening the retaining piles.

[0019] Meanwhile, this method allows for the abstraction of structures in digital twins, effectively saving resources to maintain rapid system response and meet the requirements of real-time monitoring.

[0020] For an abstract mesh, when the endpoints are fixed, the spacing between nodes changes under lateral influences, corresponding to the plastic deformation of the material in the lateral structure. When the endpoints are fixed and the node spacing is reduced, the mesh structure tightens at the return surface, achieving a reset. This principle corresponds to the actual structure of this method, achieving deformation control.

[0021] The specific method for installing retaining pile 1, top beam 2, ground beam 3, and reinforcing crossbeam 4 in step one is as follows: like Figure 2 As shown, retaining piles 1 are evenly and vertically installed on the inner surface of the foundation pit. Top beams 2 and ground beams 3 are installed on the top and bottom outer surfaces of the retaining piles 1 respectively to connect the retaining piles 1 laterally. Reinforcing beams are evenly installed between the top beams 2 and the ground beams 3 and are fastened to the retaining piles 1 with fasteners.

[0022] In step two, the tensioning mechanism 5 is set between adjacent retaining piles 1. The specific setting method is that the tensioning mechanism 5 is parallel to the reinforcing beam, and the connection between adjacent retaining piles 1 is set at the midpoint height between adjacent reinforcing beams.

[0023] In step one, after installing the top beam 2 and the ground beam 3, tighten both ends of the top beam 2 and the ground beam 3 before installing the reinforcing crossbeam 4.

[0024] The specific method for determining the relationship between the degree of deformation of the mesh-like stressed surface and the lateral force on the nodes in step five is as follows: A vertically placed mesh structure is established in the simulation software. Metal deformation properties are added to the mesh structure and the free ends of the mesh structure are fixed. Gravity is applied to the space where the mesh structure is located, and a continuous curved surface is used to contact the mesh structure from the side to deform it to an equilibrium state. The data received by each node and the correspondence between the deformation of the nodes are recorded. After obtaining the minimum sample size through repeated simulation steps, linear regression is performed on the sample data to determine the relationship between the deformation degree of the mesh-like stress surface and the lateral force on the nodes, and new sample data is continuously obtained to correct the regression relationship.

[0025] Optionally, the top beam 2, the ground beam 3, and the reinforcing crossbeam 4 are all anchored at their ends.

[0026] The tensioning mechanism connects adjacent retaining piles by means of, but not limited to, pre-embedded or stirrup mechanical means. In order to achieve tensioning, the tensioning mechanism adopts tie bolts and screws in the middle, and the two ends of the screws are connected to the tie bolts in the middle and the retaining piles 1.

[0027] The main functions of reinforced beams are to resist shear, restrain concrete deformation, and control cracks.

[0028] Since the reinforced beam, as a transverse steel bar, generally does not directly bear axial tensile or compressive forces, its "deformation" is usually not the core objective of design calculations, but is indirectly reflected through the deformation of the overall component.

[0029] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any equivalent substitutions or modifications made by those skilled in the art within the scope of the technology disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A method for controlling stability deformation of a deep foundation pit, characterized by: Includes the following steps: Step 1: Install the retaining piles (1), top beam (2), ground beam (3) and reinforcing beam (4), and establish a corresponding grid abstract model; Step 2: Set pressure sensors on the fastening nodes connecting the reinforcing beam (4) and the retaining pile (1), and set tensioning mechanisms (5) between adjacent retaining piles (1), and load them onto the mesh abstract model as node spacing influence factors; Step 3: Based on the construction site standards, the maintenance limit data for deep foundation pits and the case of zero stress are taken as two parallel stress standard planes; Step 4: Based on the pressure sensor readings and position information, form a mesh-like force surface between two standard force surfaces to obtain the trend of distance changes between adjacent pressure sensors; Step 5: Based on the relationship between the deformation degree of the mesh-like stress surface and the lateral force on the nodes, tighten each tensioning mechanism (5) sequentially from the point of most prominent deformation outwards.

2. The method for controlling the stability deformation of a deep foundation pit according to claim 1, characterized in that: The specific method for installing the retaining piles (1), top beam (2), ground beam (3), and reinforcing crossbeam (4) as described in step one is as follows: Retaining piles (1) are evenly and vertically arranged on the inner surface of the foundation pit. Top beams (2) and ground beams (3) are respectively arranged on the top and bottom outer surfaces of the retaining piles (1) to connect the retaining piles (1) laterally. Reinforcing beams are evenly arranged between the top beams (2) and ground beams (3) and are fastened to the retaining piles (1) with fasteners.

3. The specific method for setting up a tensioning mechanism (5) between adjacent retaining piles (1) as described in step two is that the tensioning mechanism (5) is parallel to the reinforcing beam, and the connection between adjacent retaining piles (1) is set at the midpoint height between adjacent reinforcing beams.

4. The method for controlling the stability deformation of a deep foundation pit according to claim 1, characterized in that: In step one, after installing the top beam (2) and the ground beam (3), tighten the two ends of the top beam (2) and the ground beam (3) before installing the reinforcing crossbeam (4).

5. The method for controlling the stability deformation of a deep foundation pit according to claim 1, characterized in that: The specific method for determining the relationship between the degree of deformation of the mesh-like stressed surface and the lateral force on the nodes in step five is as follows: A vertically placed mesh structure is established in the simulation software. Metal deformation properties are added to the mesh structure and the free ends of the mesh structure are fixed. Gravity is applied to the space where the mesh structure is located, and a continuous curved surface is used to contact the mesh structure from the side to deform it to an equilibrium state. The data received by each node and the correspondence between the deformation of the nodes are recorded. After obtaining the minimum sample size through repeated simulation steps, linear regression is performed on the sample data to determine the relationship between the deformation degree of the mesh-like stress surface and the lateral force on the nodes, and new sample data is continuously obtained to correct the regression relationship.

6. The method for controlling the stability deformation of a deep foundation pit according to claim 1, characterized in that: The top beam (2), the ground beam (3), and the reinforcing crossbeam (4) are all anchored at their ends.

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