Methods, devices, electronic equipment and software products for preventing sudden surges in lock pits

Abstract

This application discloses a method, device, electronic equipment, and program product for controlling sudden surge in a lock pit, relating to the field of lock pit engineering technology. The method includes: calculating the current thickness of the impermeable layer at the bottom of the pit based on the excavation bottom elevation and the elevation of the confined water top plate; calculating the required thickness of the impermeable layer at the bottom of the pit using a surge stability formula based on the current impermeable layer thickness and a safety factor threshold; determining the treatment bottom elevation of the impermeable layer based on the excavation bottom elevation and the required thickness of the impermeable layer; selecting a construction process for the impermeable layer based on soil permeability characteristics and the treatment bottom elevation; and constructing the impermeable layer of the lock pit using this process to meet the safety factor requirements for surge stability at the bottom of the lock pit. This application solves the technical problem in related technologies where the use of a water-cutting curtain method in lock pit engineering easily leads to structural damage and low reliability.

Description

Technical Field

[0001] This application relates to the field of lock foundation pit engineering technology or other related fields. Specifically, it relates to a lock foundation pit anti-surge control method and device, electronic equipment and program products. Background Technology

[0002] In lock foundation pit engineering, when the pit is excavated to or penetrates the lower impermeable layer, if the pressure of the confined water exceeds the self-weight and impermeability of the impermeable layer at the bottom of the pit, it can easily trigger engineering disasters such as sudden inrush, quicksand, and pit bottom heave. In severe cases, it can lead to pit instability, cracking of surrounding buildings and structures, or even major safety accidents. Especially in water transport projects such as ports, locks, and waterway hubs, due to their location on the edge of rivers, lakes, and seas, the groundwater level is high, the aquifer is thick, the confined water pressure is strong, and the excavation depth of the pit often exceeds 20m, resulting in a significant reduction in the thickness of the impermeable layer, making the risk of confined water inrush particularly prominent.

[0003] In current engineering practice, the "water-cutting curtain + external pressure relief and dewatering" combined control technology recommended in the "Technical Specification for Foundation Pit Support" (JGJ120-2012) is generally adopted to address the problem of confined water inrush. The core measures of this technology include: (1) setting up closed or non-closed cement-soil mixing piles or high-pressure jet grouting curtains around the foundation pit to block the seepage path of groundwater; (2) arranging multiple pressure relief and dewatering wells around the foundation pit to reduce the confined water head through pumping, so that the safety factor of the bottom of the pit against inrush meets the requirements of the specification.

[0004] However, the relevant technical solutions have the following significant drawbacks: 1. High construction difficulty and quality control: To effectively cut off confined water, the cutoff curtain needs to penetrate or extend several meters below the top slab of the confined aquifer. Especially in sandy soil layers with a depth exceeding 20m, cement-soil mixing piles are prone to problems such as uneven mixing, pile breakage, and mud inclusion. High-pressure jet grouting piles are also prone to uneven consolidation diameter and overlapping failure due to uneven strata, forming seepage channels. 2. Structural fragility and low reliability: The cutoff curtain is set on the side wall of the foundation pit slope. When lateral deformation or soil displacement occurs after the foundation pit is excavated, the curtain structure is very prone to cracking due to tension and shear, losing its water-cutting function and leading to a recurrence of the risk of sudden inrush. 3. Reliance on dewatering, high cost, and significant environmental risks: Depressurization requires the installation of numerous dewatering wells, resulting in high energy consumption and complex maintenance. Furthermore, in areas with high salinity and rich pollutants (such as chloride ions and heavy metals) in confined water, large-scale groundwater extraction will cause secondary environmental problems such as surface water pollution and soil salinization, failing to meet the requirements of green construction and ecological protection. 4. Poor economic efficiency and limited applicability: For small and medium-sized foundation pits (such as lock chambers and small wharf pits), the excavation scale is limited and the confined water head is not high. If the "deep curtain + multiple well groups" scheme is still used, it will lead to a significant increase in project investment, technical redundancy, and extremely poor economic efficiency, constituting a "waste of resources" problem.

[0005] There is currently no effective solution to the above problems. Summary of the Invention

[0006] This application provides a method, device, electronic equipment, and program product for controlling sudden surges in lock foundation pits, which at least solves the technical problems of structural damage and low reliability that occur when lock foundation pit projects use water-cutting curtain methods.

[0007] According to one aspect of the embodiments of this application, a method for controlling sudden surge in a lock pit is provided, comprising: calculating the current thickness of the impermeable layer at the bottom of the pit based on the excavation bottom elevation and the top elevation of the confined water plate; calculating the required thickness of the impermeable layer at the bottom of the pit using a surge stability formula based on the current thickness of the impermeable layer and a safety factor threshold; determining the treatment bottom elevation of the impermeable layer based on the excavation bottom elevation and the required thickness of the impermeable layer at the bottom of the pit; selecting a construction process scheme for the impermeable layer based on soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer; and constructing the impermeable layer of the lock pit using the construction process scheme, wherein the constructed impermeable layer of the lock pit meets the safety factor requirements for the surge stability of the lock pit bottom.

[0008] Optionally, before calculating the current thickness of the impermeable layer at the bottom of the lock pit based on the bottom elevation of the excavation and the top elevation of the confined water slab, the method further includes: determining the soil layer distribution based on the geological survey report, measuring the soil permeability characteristic parameters of each soil layer using a pumping test strategy; determining the confined water pressure elevation and the confined water slab elevation through a confined water test strategy, and determining the confined water head elevation based on the confined water pressure elevation and the confined water slab elevation.

[0009] Optionally, after selecting the construction process scheme for the impermeable layer at the bottom of the pit based on the soil permeability characteristic parameters and the treated bottom elevation of the impermeable layer, the method further includes: calculating the water pressure elevation of the impermeable layer at the bottom of the pit based on the treated bottom elevation and the confined water pressure elevation; obtaining the allowable slope parameters of the high-pressure jet grouting wall in the high-pressure jet grouting scheme of the lock project; calculating the required anti-seepage wall thickness based on the water pressure elevation of the impermeable layer at the bottom of the pit and the allowable slope parameters of the high-pressure jet grouting wall; and calculating the final wall thickness of the impermeable layer at the bottom of the pit based on the required anti-seepage wall thickness and the preset construction safety factor.

[0010] Optionally, after calculating the final wall thickness of the impermeable layer at the bottom of the pit based on the required impermeable wall thickness and a preset construction safety factor, the method further includes: determining the bottom elevation of the high-pressure jet grouting pile and the treatment range of the impermeable layer at the bottom of the pit based on the treatment bottom elevation of the impermeable layer at the bottom of the pit and the required high-pressure jet grouting wall thickness of the impermeable layer at the bottom of the pit; determining the weight of the upper soil of the high-pressure jet grouting pile according to the required high-pressure jet grouting wall thickness of the impermeable layer at the bottom of the pit, wherein the weight of the upper soil of the high-pressure jet grouting pile is greater than or equal to the weight of the soil in the middle range of the lock pit, and the starting slope and the ending slope of the high-pressure jet grouting pile are the same.

[0011] Optionally, after determining the bottom elevation of the high-pressure jet grouting location and the treatment range of the impermeable layer at the bottom of the pit, the method further includes: determining the depth and diameter of the high-pressure jet grouting piles based on the geological survey report and the treatment range of the impermeable layer at the bottom of the pit; and calculating the set of construction parameters for each grouting hole in the high-pressure jet grouting pile based on the diameter of the jet grouting piles and the drilling spacing of the target lock project. The set of construction parameters includes: the number of rows of grouting holes, the row spacing parameters of the grouting holes, and the hole spacing parameters.

[0012] Optionally, after selecting the construction process of the impermeable layer at the bottom of the pit based on the soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit, the method further includes: determining the water-cement ratio of the grout and the type of admixture for the high-pressure jet grouting pile according to the construction process of the impermeable layer at the bottom of the pit.

[0013] Optionally, after constructing the impermeable layer of the lock pit using the aforementioned impermeable layer construction process, the method further includes: using an in-situ permeability testing strategy to check the seepage prevention effect of the high-pressure jet grouting anti-seepage wall; determining the overall seepage prevention result based on the wall permeability coefficient, the water level difference, and the seepage volume in the seepage prevention test results; and performing seepage prevention reinforcement treatment when the overall seepage prevention result indicates that there are concentrated seepage points in the high-pressure jet grouting anti-seepage wall.

[0014] According to another aspect of the embodiments of this application, a lock pit anti-surge control device is also provided, comprising: a pit bottom impermeable layer thickness calculation unit, used to calculate the current pit bottom impermeable layer thickness based on the excavation bottom elevation of the lock pit and the top elevation of the confined water plate; an impermeable layer thickness calculation unit, used to back-calculate the required thickness of the bottom impermeable layer of the pit based on the current pit bottom impermeable layer thickness and a safety factor threshold, using a surge stability formula; a treatment bottom elevation determination unit, used to determine the treatment bottom elevation of the bottom impermeable layer of the pit based on the excavation bottom elevation of the lock pit and the required thickness of the bottom impermeable layer of the pit; and a pit anti-surge control unit, used to select a construction process scheme for the bottom impermeable layer based on soil permeability characteristic parameters and the treatment bottom elevation of the bottom impermeable layer of the pit, and construct the lock pit impermeable layer using the construction process scheme, wherein the constructed lock pit impermeable layer meets the lock pit bottom surge stability safety factor requirements.

[0015] Optionally, the lock pit anti-surge control device further includes: a soil permeability coefficient measuring unit, used to determine the soil layer distribution based on the geological survey report and to measure the soil permeability characteristic parameters of each soil layer using a pumping test strategy before calculating the current thickness of the impermeable layer at the bottom of the pit based on the bottom elevation of the lock pit excavation and the top elevation of the confined water plate; and a confined water head determining unit, used to determine the confined water pressure elevation and the confined water top plate elevation through a confined water test strategy, and to determine the confined water head elevation based on the confined water pressure elevation and the confined water top plate elevation.

[0016] Optionally, the lock pit anti-surge control device further includes: a water pressure elevation calculation unit, used to calculate the water pressure elevation of the impermeable layer at the bottom of the pit based on the treatment bottom elevation of the impermeable layer and the confined water pressure elevation after selecting the construction process scheme of the impermeable layer at the bottom of the pit according to the soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit; a high-pressure jet grouting wall parameter acquisition unit, used to acquire the allowable slope parameters of the high-pressure jet grouting wall in the high-pressure jet grouting scheme of the lock project; a seepage prevention wall thickness calculation unit, used to calculate the required seepage prevention wall thickness based on the water pressure elevation of the impermeable layer at the bottom of the pit and the allowable slope parameters of the high-pressure jet grouting wall; and a final wall thickness calculation unit, used to calculate the final wall thickness of the impermeable layer at the bottom of the pit based on the required seepage prevention wall thickness and the preset construction safety factor.

[0017] Optionally, the lock pit anti-surge control device further includes: a unit for determining the treatment range of the impermeable layer, used to determine the bottom elevation of the high-pressure jet grouting pile and the treatment range of the impermeable layer at the bottom of the pit based on the treatment bottom elevation of the impermeable layer at the bottom of the pit and the required high-pressure jet grouting wall thickness of the impermeable layer at the bottom of the pit, after calculating the final wall thickness of the impermeable layer at the bottom of the pit based on the required impermeable wall thickness of the impermeable layer at the bottom of the pit; and a soil weight determination unit, used to determine the weight of the upper soil of the high-pressure jet grouting pile according to the required high-pressure jet grouting wall thickness of the impermeable layer at the bottom of the pit, wherein the weight of the upper soil of the high-pressure jet grouting pile is greater than or equal to the weight of the soil in the middle range of the lock pit, and the starting slope and the ending slope of the high-pressure jet grouting pile are the same.

[0018] Optionally, the lock pit anti-surge control device further includes: a jet grouting pile parameter determination unit, used to determine the depth and diameter of the jet grouting pile based on the geological survey report and the treatment range of the impermeable layer at the bottom of the pit after determining the bottom elevation of the high-pressure jet grouting location and the treatment range of the impermeable layer at the bottom of the pit; and a construction parameter set calculation unit, used to calculate the construction parameter set of each grouting hole in the high-pressure jet grouting pile based on the diameter of the jet grouting pile and the drilling spacing of the target lock project, wherein the construction parameter set includes: the number of rows of grouting holes, the row spacing parameter of grouting holes, and the hole spacing parameter.

[0019] Optionally, the lock pit anti-surge control device further includes: a grout ratio determination unit, used to determine the water-cement ratio and admixture type of the grout for the high-pressure jet grouting pile after selecting the construction process scheme for the impermeable layer at the bottom of the pit based on the soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit.

[0020] Optionally, the lock pit anti-surge control device further includes: a seepage prevention inspection unit, used to inspect the seepage prevention effect of the high-pressure jet grouting anti-seepage wall after constructing the impermeable layer of the lock pit using the aforementioned impermeable layer construction process; a seepage prevention result determination unit, used to determine the overall seepage prevention result based on the wall permeability coefficient, comparative water level difference, and seepage volume in the seepage prevention inspection result; and a seepage prevention reinforcement treatment unit, used to perform seepage prevention reinforcement treatment when the overall seepage prevention result indicates that there are concentrated seepage points in the high-pressure jet grouting anti-seepage wall.

[0021] According to another aspect of the embodiments of this application, a computer-readable storage medium is also provided, the computer-readable storage medium including a stored computer program, wherein, when the computer program is executed, it controls the device where the computer-readable storage medium is located to perform the lock pit anti-surge control method described above.

[0022] According to another aspect of the embodiments of this application, an electronic device is also provided, including one or more processors and a memory, the memory being used to store one or more programs, wherein when the one or more programs are executed by the one or more processors, the one or more processors cause the one or more processors to implement the lock pit anti-surge control method described above.

[0023] According to another aspect of the embodiments of this application, a computer program product is also provided, including a computer program that, when executed by a processor, implements the steps of the lock pit anti-surge control method described in any one of the above claims.

[0024] In this application, the thickness of the impermeable layer at the bottom of the lock pit is calculated based on the excavation bottom elevation and the top elevation of the confined water plate. Based on the current thickness of the impermeable layer and the safety factor threshold, the required thickness of the impermeable layer at the bottom of the pit is calculated using the inrush stability formula. The treatment bottom elevation of the impermeable layer is determined based on the excavation bottom elevation and the required thickness of the impermeable layer. A construction process for the impermeable layer is selected based on the soil permeability characteristics and the treatment bottom elevation. The impermeable layer at the bottom of the lock pit is then constructed using this process, ensuring that the constructed impermeable layer meets the inrush stability safety factor requirements for the lock pit.

[0025] In this application, a closed impermeable layer can be directly constructed at the bottom of the lock pit to replace the traditional method of preventing sudden surges by relying on the water-cutting curtain around the pit. The constructed impermeable layer at the bottom of the pit is located at the bottom of the pit, and the self-weight of the overlying soil and the pressure of the underlying confined water form a mechanical balance, resulting in structural stability and no significant risk of horizontal thrust or shear failure. At the same time, the impermeable layer is closely integrated with the soil at the bottom of the pit to form a "self-pressurized and self-sealing" overall seepage prevention system. It does not rely on external continuous structures. Even if there are uneven construction in some areas, the overall thickness and closed shape can still maintain stable seepage prevention performance, improve the reliability and long-term safety of the lock pit project, and thus solve the technical problems of structural damage and low reliability in lock pit projects using the water-cutting curtain method. Attached Figure Description

[0026] The accompanying drawings, which are included to provide a further understanding of this application and form part of this application, illustrate exemplary embodiments and are used to explain this application, but do not constitute an undue limitation of this application. In the drawings:

[0027] Figure 1 This is a flowchart of an optional anti-surge control method for a lock pit according to an embodiment of this application;

[0028] Figure 2 This is a schematic diagram of a lock pit excavation section according to an embodiment of this application;

[0029] Figure 3 This is a schematic diagram of another lock pit excavation section according to an embodiment of this application;

[0030] Figure 4 This is a schematic diagram illustrating an optional method for determining the treatment range of a high-pressure spray wall according to an embodiment of this application;

[0031] Figure 5 This is a schematic diagram illustrating an optional method for selecting the diameter of jet grouting piles for different soil layers, according to an embodiment of this application.

[0032] Figure 6 This is a schematic diagram of an optional anti-surge control device for a lock pit according to an embodiment of this application;

[0033] Figure 7 This is a hardware structure block diagram of an electronic device (or mobile device) for a method of preventing sudden surges in a lock pit, according to an embodiment of this application. Detailed Implementation

[0034] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative effort should fall within the scope of protection of the present application.

[0035] It should be noted that the terms "first," "second," etc., in the specification, claims, and accompanying drawings of this application are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments of this application described herein can be implemented in orders other than those illustrated or described herein. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0036] To facilitate understanding of this application by those skilled in the art, the following explanations are provided for some terms or nouns involved in the various embodiments of this application:

[0037] Silt clay, abbreviated as SC, is a type of fine-grained soil with low permeability and is often used as a waterproofing layer.

[0038] Silt and Fine Sand (SFS) is a type of sandy soil with fine particles and a high permeability coefficient, making it susceptible to sudden gushing caused by confined water.

[0039] High-Pressure Jet Grouting (HPJG) uses a high-pressure jet to cut and mix soil and cement grout to form a solidified body, thereby improving impermeability and bearing capacity.

[0040] Dual-Fluid Grouting (DFG) involves simultaneously injecting two chemical grouts, allowing them to mix and react within the pore, rapidly solidifying to form a seepage-proof structure.

[0041] Cement Soil Mixing Pile (CSMP) is a columnar solidified structure formed by mechanically mixing cement with in-situ soil to create a solid with a certain strength and impermeability.

[0042] The permeability coefficient is a parameter that reflects the soil's ability to allow water to pass through. It is measured in cm / s, and the smaller the value, the less permeable the soil is.

[0043] Artesian Water Head (H) is the elevation difference between the piezometer level and the reference surface in a confined aquifer, representing the magnitude of water pressure.

[0044] A cutoff wall (SBW) is an underground vertical seepage barrier structure composed of continuous piles or consolidated bodies, used to block the seepage path of groundwater.

[0045] Admixtures are chemical substances added to slurries to improve their properties, such as accelerators, water-reducing agents, and bentonite, and are used to control setting time and fluidity.

[0046] It should be noted that the lock foundation pit anti-surge control method and device in this application can be used in the field of lock foundation pit engineering technology to achieve anti-surge control of the foundation pit based on the pressurized water of the lock, and can also be used in any field other than the field of lock foundation pit engineering technology. In the case of achieving anti-surge control of the foundation pit based on the pressurized water of the lock, this application does not limit the application field of the lock foundation pit anti-surge control method and device.

[0047] It should be noted that in this application, customer information is collected and analyzed, and users are provided with corresponding operation entry points to choose whether to agree to or reject the automated decision-making results; if the user chooses to reject, the process proceeds to the expert decision-making process.

[0048] The following embodiments of this application can be applied to various systems / applications / equipment for controlling sudden surges in lock foundation pits. This application is applicable to technical scenarios such as geotechnical engineering, water conservancy and hydropower engineering, and port and waterway engineering. It is particularly suitable for engineering scenarios with high groundwater levels, significant confined water pressure, and medium-sized foundation pits with excavation depths of 10m to 30m, such as lock foundation pits, wharf lock chambers, and dry docks.

[0049] This application achieves a mechanical balance between the pressure of the pressurized water and the weight of the overlying soil by constructing a closed, impermeable layer at the bottom of the foundation pit, thereby directly increasing the thickness of the impermeable layer at the bottom of the pit. This eliminates the need to rely on an external water interception curtain and a large-scale pumping and drainage system, significantly reducing construction complexity and environmental risks. At the same time, it improves the safety factor against sudden surges to above the standard requirements, achieving the technical effects of superior economy, high safety, and strong environmental protection.

[0050] The present application will now be described in detail with reference to various embodiments.

[0051] Example 1

[0052] According to an embodiment of this application, an embodiment of a method for preventing sudden surges in a lock pit is provided. It should be noted that the steps shown in the flowchart in the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions. Furthermore, although a logical order is shown in the flowchart, in some cases, the steps shown or described may be executed in a different order than that shown here.

[0053] Figure 1 This is a flowchart of an optional anti-surge control method for a lock pit according to an embodiment of this application, such as... Figure 1 As shown, the method includes the following steps S101 to S104. The present application will be described in detail below with reference to each implementation step.

[0054] Optionally, before calculating the current thickness of the impermeable layer at the bottom of the lock pit based on the bottom elevation of the excavation and the top elevation of the confined water slab, the distribution of soil layers is determined according to the geological survey report, and the soil permeability characteristic parameters of each soil layer are determined by a pumping test strategy; the confined water pressure elevation and the confined water slab elevation are determined by a confined water test strategy, and the confined water head elevation is determined based on the confined water pressure elevation and the confined water slab elevation.

[0055] This embodiment can determine the soil layer distribution based on the geological survey report, which helps to clarify the lithology, thickness, and stratigraphic relationship of each soil layer within the foundation pit area, providing a basic geological basis for subsequent permeability analysis and hydraulic parameter selection. By determining the soil layer permeability characteristic parameters of each soil layer through pumping test strategy, the actual permeability coefficients of key soil layers such as silty clay and fine sand can be obtained, providing quantitative data support for the assessment of confined water seepage paths and the design of impermeable layers.

[0056] Furthermore, determining the confined aquifer pressure elevation and the confined aquifer top elevation through confined aquifer testing strategies helps establish the hydraulic boundary conditions of the confined aquifer and clarify the initiation surface and pressure distribution characteristics of the confined aquifer. The confined aquifer pressure elevation is obtained from piezometer or borehole stable water level observations, while the confined aquifer top elevation is determined based on drilling data at the bottom boundary of the aquitard. Combining these two methods allows for the calculation of the confined aquifer head elevation, making the calculation results closer to the actual hydrogeological environment.

[0057] Step S101: Calculate the current thickness of the impermeable layer at the bottom of the lock pit based on the bottom elevation of the excavation and the top elevation of the confined water slab.

[0058] In this embodiment, the soil layer thickness between the bottom of the pit and the confined water layer in its natural state is obtained by subtracting the elevation of the bottom surface of the excavation design of the foundation pit from the elevation of the bottom surface of the confined water layer. This soil layer thickness is the original thickness of the confined water layer before intervention. This thickness value can be directly used to preliminarily verify whether it meets the safety factor requirements of the specification, thereby determining whether reinforcement measures need to be taken.

[0059] Step S102: Based on the current thickness of the impermeable layer at the bottom of the pit and the safety factor threshold, the required thickness of the impermeable layer at the bottom of the pit is calculated using the surge stability formula.

[0060] This embodiment utilizes the surge stability formula specified in Clause C.0.1 of the "Technical Specification for Foundation Pit Support" (JGJ 120-2012). The safety factor threshold is self-defined, for example, set to 1.1. The minimum impermeable layer thickness that meets the stability requirements is obtained through inverse equation of the formula. This process uses the unit weight of soil and water as parameters, incorporating the confined water head and the thickness of the impermeable layer into a unified mechanical equilibrium model. This helps determine the additional impermeable structure thickness required, avoiding resource waste or insufficient risk due to reliance solely on experience or conservative estimates.

[0061] Step S103: Determine the treatment bottom elevation of the impermeable layer at the bottom of the lock pit based on the excavation bottom elevation and the required thickness of the impermeable layer at the bottom of the pit.

[0062] In this embodiment, the required thickness of the impermeable layer, calculated in reverse, is superimposed on the bottom elevation of the excavation design of the foundation pit to obtain the final bottom elevation requiring reinforcement treatment. This bottom elevation defines the vertical extension range of the impermeable layer. Determining this bottom elevation helps to clarify the depth boundary of construction, ensuring that reinforcement work accurately covers the area affected by confined water pressure, avoiding seepage failure due to insufficient depth or resource redundancy caused by over-construction.

[0063] Step S104: Based on the soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit, select a construction process scheme for the impermeable layer at the bottom of the pit, and construct the impermeable layer of the lock pit using the construction process scheme. The constructed impermeable layer of the lock pit meets the safety factor requirements for the stability of sudden surge at the bottom of the lock pit.

[0064] This embodiment, based on parameters such as the permeability coefficient, standard penetration test (SPT) blow count, and treatment depth of the fine sand layer, and in accordance with the provisions of the "Technical Specification for High-Pressure Jet Grouting in Hydropower and Water Conservancy Projects" (DL / T 5200-2019) regarding applicable processes for different strata, can select high-pressure jet grouting, cement mixing piles, or two-component grouting. Matching the selected process with the treatment bottom elevation helps to form a continuous, dense, and low-permeability closed layer, the thickness and integrity of which meet the calculation requirements for inrush stability. This construction method does not rely on surrounding intercepting structures, forming only a local reinforcing layer in the pit bottom area, effectively blocking the upward seepage path of confined water and achieving the stability control objective.

[0065] Through the above steps, the thickness of the impermeable layer at the bottom of the lock pit can be calculated based on the excavation bottom elevation and the top elevation of the confined water plate. Based on the current thickness of the impermeable layer and the safety factor threshold, the required thickness of the impermeable layer at the bottom of the pit can be calculated using the surge stability formula. The treatment bottom elevation of the impermeable layer at the bottom of the pit can be determined based on the excavation bottom elevation and the required thickness of the impermeable layer. According to the soil permeability characteristics and the treatment bottom elevation of the impermeable layer, a construction process for the impermeable layer is selected. The impermeable layer at the bottom of the lock pit is then constructed using this process, ensuring that the constructed impermeable layer meets the safety factor requirements for surge stability at the bottom of the lock pit. In this embodiment, a closed impermeable layer can be directly constructed at the bottom of the lock pit to replace the traditional method of preventing sudden surges by relying on the water-cutting curtain around the pit. The constructed impermeable layer at the bottom of the pit is located at the bottom of the pit, and the self-weight of the overlying soil and the pressure of the underlying pressurized water form a mechanical balance, resulting in structural stability and no significant risk of horizontal thrust or shear failure. At the same time, the impermeable layer is closely integrated with the soil at the bottom of the pit to form a "self-pressurized and self-sealing" overall seepage prevention system. It does not rely on external continuous structures, and even if there are uneven construction in some areas, it can still maintain stable seepage prevention performance through the overall thickness and closed shape, thereby improving the reliability and long-term safety of the lock pit project. This solves the technical problem of structural damage and low reliability in lock pit projects using the water-cutting curtain method.

[0066] Optionally, after selecting the construction process scheme for the impermeable layer at the bottom of the pit based on the soil permeability characteristic parameters and the treated bottom elevation of the impermeable layer, the process further includes: calculating the water pressure elevation of the impermeable layer at the bottom of the pit based on the treated bottom elevation and the confined water pressure elevation; obtaining the allowable slope parameters of the high-pressure jet grouting wall in the high-pressure jet grouting scheme of the lock project; calculating the required thickness of the anti-seepage wall based on the water pressure elevation of the impermeable layer at the bottom of the pit and the allowable slope parameters of the high-pressure jet grouting wall; and calculating the final thickness of the impermeable layer at the bottom of the pit based on the required thickness of the anti-seepage wall and the preset construction safety factor.

[0067] This embodiment determines the head difference acting on the bottom of the seepage-proof structure by measuring the difference between the confined water pressure elevation and the bottom elevation of the impermeable layer. This water pressure elevation helps quantify the hydraulic load borne by the high-pressure jet grouting wall or similar seepage-proof structure, providing direct hydraulic boundary conditions for wall thickness design and making the structural design closer to the actual water pressure distribution. Furthermore, the allowable slope parameters of the high-pressure jet grouting wall in the lock project are obtained. This embodiment can select the allowable slope value based on the allowable slope range of sandy soil layers recommended in the "Technical Specification for High-Pressure Jet Grouting in Hydropower and Water Conservancy Projects" (DL / T 5200-2019). This reflects the seepage resistance limit of the cement-consolidated body under the action of the hydraulic gradient, helping to control the wall thickness within a reasonable range and avoiding the risk of seepage penetration due to an excessively large slope value or material waste due to an excessively small slope value.

[0068] Subsequently, this embodiment can derive the theoretical wall thickness required to achieve seepage resistance stability by using the ratio of water pressure elevation to allowable slope. This helps establish a linear response relationship between hydraulic gradient and structural thickness, providing a clear mechanical basis for the seepage barrier design and improving the scientific rigor and consistency of thickness setting. Based on the required seepage barrier wall thickness and a preset construction safety factor, the final wall thickness of the impermeable layer at the bottom of the pit is calculated. For example, this embodiment multiplies the theoretical thickness by three times the construction safety factor to address uncertainties such as stratum heterogeneity, uneven grout diffusion, construction deviations, and water head fluctuations. This helps to expand the design margin, giving the final wall thickness greater adaptability and ensuring that the expected seepage resistance performance is maintained even under complex construction conditions.

[0069] Optionally, after calculating the final wall thickness of the impermeable layer at the bottom of the pit based on the required impermeable wall thickness and a preset construction safety factor, the method further includes: determining the bottom elevation of the high-pressure jet grouting pile and the treatment range of the impermeable layer at the bottom of the pit based on the treatment bottom elevation of the impermeable layer and the required thickness of the jet grouting wall at the bottom of the pit; determining the weight of the soil above the high-pressure jet grouting pile according to the required thickness of the jet grouting wall at the bottom of the pit, wherein the weight of the soil above the high-pressure jet grouting pile is greater than or equal to the weight of the soil in the middle range of the lock pit, and the starting slope and the ending slope of the high-pressure jet grouting pile are the same.

[0070] In this embodiment, the final wall thickness is superimposed on the treatment bottom elevation to form a vertically extending anti-seepage body height range. Combined with the excavation outline of the foundation pit, the high-pressure jet grouting piles can be delineated as a continuous closed area in both the plane and vertical, which helps to construct a complete, leak-free "basin-shaped" anti-seepage structure. This allows the impermeable layer to form a synergistic water-blocking system on the bottom and sidewalls, enhancing the continuity and integrity of the overall anti-seepage system.

[0071] The initial slope angle refers to the angle of inclination between the sidewall and the horizontal plane when the anti-seepage wall formed by the high-pressure jet grouting pile extends vertically upwards from the bottom of the foundation pit. In this embodiment, the initial slope angle is consistent with the natural slope angle of the foundation pit slope, meaning the anti-seepage wall is not constructed vertically upwards, but extends synchronously upwards along the inclined surface of the foundation pit excavation slope, creating a continuous transition structure where the wall and the surrounding soil deform in tandem. The final slope angle refers to the angle of inclination between the pit wall and the horizontal plane set during the foundation pit excavation process to ensure slope stability. Its value is determined based on soil properties, excavation depth, and support requirements. In this embodiment, the final slope angle is a slope geometric parameter specified in the design phase based on geological conditions and engineering experience, used to guide the implementation of earthwork excavation and temporary support. When the initial slope and the final slope are the same, the anti-seepage wall formed by the high-pressure jet grouting pile can conform to the contour of the foundation pit slope, so that the weight of the upper soil is evenly transferred along the slope surface, avoiding sudden loads or stress concentrations at the interface between the wall and the soil. This helps to enhance the overall coordination between the anti-seepage structure and the surrounding rock, and reduces the risk of wall cracking or voiding caused by deformation differences during construction.

[0072] Furthermore, this embodiment controls the lateral extension of the jet grouting piles to the boundary of the natural impermeable layer or strong impermeable layer, and bends upward along the slope of the foundation pit. This ensures that the weight of the soil covering the upper part of the jet grouting body is consistent with the vertical soil weight in the central area, which helps to form a mechanically self-balancing structure and avoids tensile cracking of the wall due to lateral soil suspension or sudden load changes. This structural form coordinates the deformation of the impermeable body with the surrounding soil, reduces stress concentration, improves the stability of the structure during construction and operation, and facilitates integration with the existing slope protection system.

[0073] Optionally, after determining the bottom elevation of the high-pressure jet grouting location and the treatment range of the impermeable layer at the bottom of the pit, the process also includes: determining the depth and diameter of the high-pressure jet grouting piles based on the geological survey report and the treatment range of the impermeable layer at the bottom of the pit; and calculating the set of construction parameters for each grouting hole in the high-pressure jet grouting pile based on the diameter of the jet grouting piles and the drilling spacing of the target lock project. The set of construction parameters includes: the number of rows of grouting holes, the row spacing parameters of the grouting holes, and the hole spacing parameters.

[0074] This embodiment determines the soil characteristics of the silty sand layer based on its distribution thickness and SPT blow count, combined with the vertical distance from the treatment bottom elevation to the bottom of the foundation pit. This ensures the jet grouting piles penetrate the highly permeable layer and enter a relatively stable soil layer to form an effective seepage barrier. It should be noted that the pile diameter in this embodiment can be selected from 1.0m to 1.4m, based on the recommended range of SPT blow count and construction method in the "Technical Specification for High-Pressure Jet Grouting in Hydropower and Water Conservancy Projects." For example, a value of 1.2m can be chosen to accommodate the diffusion requirements of deep grouting, helping to ensure the compactness and overlap effectiveness of the single pile consolidation body and improve the integrity of the seepage barrier layer.

[0075] Then, based on the pile diameter and drilling spacing of the jet grouting piles in the target lock project, the set of construction parameters for each grouting hole in the high-pressure jet grouting piles can be calculated. For example, in this embodiment, based on a pile diameter of 1.2m and a designed drilling spacing of 0.9m, the actual effective thickness of the seepage-proof wall can be calculated through geometric superposition, deriving that a double-row arrangement can meet the minimum seepage-proof thickness requirement. The setting of row spacing and hole spacing, while ensuring that the overlap width of adjacent piles is not less than the theoretically calculated value, also takes into account the operating space of construction machinery and the efficiency of grouting pressure transmission, which helps to form a continuous seepage-proof network without weak areas and improves the uniformity and constructability of the wall's seepage resistance. The determination of the set of construction parameters is based on the on-site soil response law, which can provide a quantitative benchmark for subsequent process adjustments.

[0076] Optionally, after selecting the construction process of the impermeable layer at the bottom of the pit based on the soil permeability characteristics parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit, the process also includes: determining the water-cement ratio of the grout and the type of admixture for the high-pressure jet grouting pile based on the construction process of the impermeable layer at the bottom of the pit.

[0077] This embodiment can be based on the high permeability of the fine sand layer and the diffusion requirements of deep grouting. For example, the water-cement ratio of the cement slurry can be selected in the range of 1.5:1 to 0.6:1 to balance the fluidity and consolidation strength of the slurry. Bentonite can be added to the slurry to improve suspension stability, or fly ash can be added to improve early setting performance. Accelerators can also be added as needed to control the setting time, so that the slurry is more adaptable to the formation pore structure during high-pressure injection, which helps to improve the density and impermeability uniformity of the consolidated body.

[0078] Optionally, after constructing the impermeable layer of the lock foundation pit using the impermeable layer construction process, the method further includes: using an in-situ permeability testing strategy to check the seepage prevention effect of the jet grouting anti-seepage wall; determining the overall seepage prevention result based on the wall permeability coefficient, the water level difference, and the seepage volume in the seepage prevention test results; and carrying out seepage prevention reinforcement treatment when the overall seepage prevention result indicates that there are concentrated seepage points in the jet grouting anti-seepage wall.

[0079] In this embodiment, after the construction of the seepage-proof wall is completed, a cofferdam can be excavated at the junction of the wall and the lower waterproof layer. The depth of the cofferdam extends to 0.5m to 1.0m below the impermeable layer, and a stable water head of 2m to 3m above the groundwater level is maintained in the cofferdam. The water replenishment per unit time is recorded, and the wall permeability coefficient is calculated through seepage analysis. This helps to obtain seepage-proof performance data under real working conditions and avoids the problem of insufficient local representativeness due to relying solely on theoretical calculations or sampling tests.

[0080] Furthermore, this embodiment can compare the measured permeability coefficient with the design target value of 10. -6By comparing the flow rate (cm / s) and simultaneously analyzing the attenuation rate of the water level difference and the trend of seepage flow, it is helpful to comprehensively judge the continuity and uniformity of the seepage barrier and whether there are local weak areas, providing multi-dimensional quantitative basis for construction quality assessment. When the overall seepage prevention results indicate concentrated seepage points in the high-pressure jet grouting seepage barrier, seepage prevention reinforcement treatment is carried out. In this embodiment, based on the spatial distribution characteristics of the seepage points, the surrounding area is reinforced with denser grouting or re-jetting. By filling the gaps with local grouting and expanding the overlap range of the consolidated body, seepage channels can be effectively repaired, the overall sealing of the seepage prevention system can be improved, and the final structure can meet the specifications for controlling seepage stability.

[0081] The following describes in detail another optional implementation method.

[0082] This application proposes a control method for preventing sudden surges in a lock foundation pit. The following uses the Weishan Third Line Lock foundation pit project as an example to illustrate the control method.

[0083] Step S1: Analyze the permeability characteristics of the soil and rock layers, determine the elevation of the confined water top plate, and calculate the confined water head.

[0084] Figure 2 This is a schematic diagram of a lock pit excavation cross-section according to an embodiment of this application, as shown below. Figure 2 As shown in the geological survey report, the soil layers from top to bottom include silty clay and fine sand. The bottom elevation of the silty clay layer is approximately -10.8m, below which lies the fine sand layer. Pumping tests were conducted to determine the permeability coefficient of each soil layer, with the silty clay layer showing a permeability coefficient of 10. -7 The permeability coefficient of the fine sand is 10 cm / s, indicating a basically impermeable layer. -3 The pressure is cm / s, indicating a medium permeability layer. Through a confined water test, the pressure of the confined water was measured to reach an elevation of 3.50m, and the elevation of the top confined water slab was -10.8m. Therefore, the elevation of the confined water head is approximately 3.5m - (-10.8m) = 14.3m.

[0085] Step S2: Perform a calculation and analysis of the confined water surge resistance to obtain the safety factor for the stability of the foundation pit surge.

[0086] According to the construction requirements of the Weishan Third-Line Ship Lock foundation pit project, the bottom elevation of the foundation pit excavation is -4.8m. The safety factor for the stability of the foundation pit in case of sudden heave is calculated according to the formula C.0.1. If the specifications are not met, a sudden surge will occur.

[0087] Step S3: Based on the requirement of a safety factor of 1.1 in the specification, back-calculate the soil thickness D from the top surface of the confined aquifer to the bottom of the pit, and determine the treatment bottom elevation.

[0088] The thickness of the impermeable layer at the bottom of the foundation pit is determined by calculating the value of D using the following formula.

[0089]

[0090] The value of D is found to be 8.3. 11 / (19.8-11)=10.375m. That is, in order to prevent sudden inrush, the thickness of the impermeable layer at the bottom of the foundation pit needs to reach 10.375m. Therefore, the bottom elevation is -4.80-10.375=-15.175m, which is taken as -15.2m. The thickness at the slope remains unchanged.

[0091] Figure 3 This is a schematic diagram of another lock pit excavation section according to an embodiment of this application, as shown below. Figure 3 As shown, the treatment bottom elevation is the excavation bottom elevation of the foundation pit + the thickness of the impermeable layer at the bottom of the foundation pit = -15.175m. Figure 3 Take -15.2m.

[0092] Step S4: Determine the process plan for the impermeable layer at the bottom of the pit based on the characteristics of the confined aquifer soil layer.

[0093] For sealing the voids in soil layers such as sand and silt in the Weishan Third-Line Ship Lock foundation pit project, high-pressure jet grouting, two-component grouting, cement mixing piles, or other techniques can be used. Fine sand layers have high permeability; according to the "Technical Specification for High-Pressure Jet Grouting in Hydropower and Water Conservancy Projects" (DL / T 5200-2019), the permeability coefficient of sand layers after high-pressure jet grouting treatment can reach 10. -6 The pressure of cm / s indicates that the layer is impermeable and its compressive strength after 28 days can reach 1.5 MPa, which meets the treatment requirements.

[0094] Step S5: Determine the treatment range and thickness of the impermeable layer at the bottom of the pit based on the selected impermeable layer process and water pressure.

[0095] The water pressure at the bottom of the impermeable layer in the Weishan Third Line Ship Lock foundation pit project is 3.5m - (-15.2m) = 18.7m. According to the provisions of the "Technical Specification for High-Pressure Jet Grouting in Hydropower and Water Conservancy Projects", the allowable slope of the high-pressure jet grouting wall is 80-100. Based on the allowable slope J=80, the required thickness of the high-pressure jet grouting wall is s=18.7m / 80=0.234m. Considering the unevenness of the stratum distribution, the difference in soil shear strength, the uncertainty of construction quality control, and the change of the pressurized water head during construction, for safety, a safety factor of 3 is reserved. Therefore, the required thickness of the high-pressure jet grouting wall is 3s=0.701m, which is taken as 0.7m.

[0096] To ensure seepage prevention, the bottom of the foundation pit for the Weishan Third-Line Ship Lock project needs to form a closed seepage-proof space, sealed with a thickness of 0.7m at elevations from -14.50m to -15.20m and around its perimeter. The location of the perimeter is determined based on the thickness of the permeable layer; that is, the weight of the soil above the high-pressure jet grouting should not be less than that in the middle of the foundation pit (the initial slope of the high-pressure jet grouting is the same as the final slope). When the perimeter is treated to the impermeable layer, it can be bent upwards to form a "basin" shape. The vertical height needs to be determined based on the soil permeability coefficient, and for safety reasons, it is generally not less than 2m.

[0097] Figure 4 This is a schematic diagram illustrating an optional method for determining the treatment range of a high-pressure spray wall according to an embodiment of this application, such as... Figure 4 As shown, the bottom elevation of the high-pressure jet grouting layer is determined to be approximately -15.20m below the impermeable layer. The treatment area is determined on both sides of the slope. The location around the perimeter is determined based on the thickness of the permeable layer, meaning the weight of the soil above the high-pressure jet grouting layer is not less than that at the center of the excavation pit. When the treatment around the perimeter reaches the impermeable layer, it can bend upwards, as shown... Figure 4 The diagram shows a basin-like shape indicated by thick lines.

[0098] Step S6: Determine the diameter and location of the jet grouting piles based on the treatment range of the impermeable layer at the bottom of the pit.

[0099] According to the geological survey report of the Weishan Third Line Ship Lock foundation pit project, it can be determined that the standard penetration test blow number N=16 for the fine sand layer to be treated, and the depth of the high-pressure jet grouting pile is close to 20m. In order to ensure the construction quality of the high-pressure jet grouting pile, the double-row jet grouting method is adopted for the high-pressure jet grouting pile (when the depth of the high-pressure jet grouting pile is close to 30m, the triple-row jet grouting method is adopted).

[0100] Figure 5 This is a schematic diagram illustrating an optional selection of jet grouting pile diameters for different soil layers, according to an embodiment of this application. Figure 5 The diagram shows the range of diameter parameters for different construction strategies for silty soil and silty clay layers, sandy soil layers, and gravel layers. According to the "Technical Specification for High-Pressure Jet Grouting in Hydropower and Water Conservancy Projects," for sandy soil layers with a standard penetration test (SPT) blow count N=16, the diameter of the jet grouting piles is 1.0m-1.4m when using the two-pipe method. In this case, 1.2m was chosen for construction.

[0101] For the Weishan Third Line Ship Lock foundation pit project, the diameter of the jet grouting piles can be calculated as 1.2m. Based on the drilling spacing of 0.9m and the pile diameter of 1.2m, the thickness of the thinnest part of the anti-seepage wall is 169cm, which can meet the seepage stability requirements of the Weishan Third Line Ship Lock foundation pit project. It should be noted that the number of rows, row spacing and hole spacing of the high-pressure jet grouting holes are determined based on on-site tests.

[0102] Step S7: Determine the slurry performance requirements.

[0103] Optionally, this embodiment may use cement slurry (other types of slurry may also be selected, which are not specifically limited here), and the water-cement ratio may be 1.5:1-0.6:1. When there are special requirements, bentonite, fly ash and clay with a plasticity index of not less than 14 may be added. As needed, admixtures such as accelerators and water-reducing agents may be added.

[0104] It should be noted that the properties of the grout, the performance of the anti-seepage wall, and the type and dosage of admixtures can be determined according to different lock foundation projects.

[0105] Step S8: Overall effect inspection and treatment of the high-pressure spray wall.

[0106] This embodiment allows for the observation and comparison of water level differences and seepage volume using a pressure measuring device, enabling the analysis of the overall seepage prevention effect. Alternatively, the seepage volume can be measured during foundation pit excavation, and any concentrated seepage points can be checked. If seepage points are found, seepage prevention treatment needs to be carried out again.

[0107] It should be noted that the core of checking the seepage prevention effect of high-pressure jet grouting cutoff walls is to verify whether the continuity, integrity, and permeability coefficient of the wall meet the design requirements. Common methods are divided into two main categories: in-situ testing and auxiliary testing. In-situ permeability testing involves excavating circular or square wells on the cutoff wall or at the junction of the wall and the soil. The well depth must penetrate the cutoff wall to the lower impermeable layer by 0.5-1.0m, and the well walls must be properly supported to prevent collapse. Water is injected into the well to maintain a stable water head height (usually 2-3m above the groundwater level), and the amount of water added per unit time is recorded. The permeability coefficient of the wall is then calculated using a formula.

[0108] In another optional embodiment, the permeability coefficient can be determined based on on-site pumping tests, and the confined water head can be determined based on hydrogeological surveys; the thickness of the additional impermeable layer at the bottom of the pit can be calculated and determined according to the provisions of the "Technical Specification for Foundation Pit Support" (JGJ 120-2012); the additional impermeable layer at the bottom of the pit can be constructed using... Figure 3 Entity type or Figure 4 The basin shape is used in the middle; in addition, an impermeable layer can be added to the bottom of the pit, which can be made of high-pressure jet grouting piles or cement mixing piles, etc., and the choice can be made through technical and economic comparison.

[0109] This application achieves active isolation of the pressurized water in the lock pit by constructing a closed, impermeable layer at the bottom of the pit. This eliminates the need for external dewatering wells to meet the safety factor requirements for surge stability, reducing the scale and energy consumption of the pumping system. For small to medium-sized pits, increasing the thickness of the impermeable layer at the bottom or constructing an impermeable layer to improve the safety factor for surge stability is more economical than the existing cutoff wall + pumping well solution.

[0110] Furthermore, the impermeable layer in this application is placed below the bottom of the foundation pit, and the overlying soil and the underlying confined water form a self-balancing pressure system, avoiding the cracking risk of traditional cutoff walls due to foundation pit deformation and improving the stability of the structure during construction and operation. The impermeable layer constructed using high-pressure jet grouting or cement mixing pile technology can have a permeability coefficient controlled within 10. -6 With a strength on the order of cm / s, the compressive strength meets engineering requirements, forming a long-term durable seepage barrier and reducing the need for later maintenance.

[0111] Furthermore, this application achieves quantitative control of the seepage barrier design by collaboratively calculating the wall thickness based on water pressure elevation, allowable slope, and construction safety factor. This reduces redundancy or inadequacy caused by empirical values ​​and improves material utilization efficiency. Simultaneously, it can construct a "basin-shaped" closed seepage barrier structure, whose sidewalls extend with the slope of the foundation pit, naturally connecting with the natural aquitard, helping to form a continuous, leak-free three-dimensional water-blocking system and enhancing adaptability under complex geological conditions. The seepage barrier effect is verified through in-situ well permeability tests. The test results directly reflect the overall performance of the wall, avoiding the problem of insufficient representativeness in local core sampling, and improving the reliability and traceability of construction quality control.

[0112] Meanwhile, this application does not rely on pumping out high-salinity pressurized water, thus avoiding the potential impact of discharging saline water on the surrounding water environment, and is suitable for lock projects in ecologically sensitive areas or water resource protection areas.

[0113] The following is a detailed description with reference to another embodiment.

[0114] Example 2

[0115] The anti-surge control device for lock pit provided in this embodiment includes multiple implementation units, each of which corresponds to a specific implementation step in Embodiment 1 above.

[0116] Figure 6 This is a schematic diagram of an optional anti-surge control device for a lock pit according to an embodiment of this application, as shown below. Figure 6 As shown, the lock pit anti-surge control device may include: a pit bottom waterproof layer thickness calculation unit 61, an impermeable layer thickness calculation unit 62, a treatment bottom elevation determination unit 63, and a pit anti-surge control unit 64.

[0117] Among them, the pit bottom water-proof layer thickness calculation unit 61 is used to calculate the current pit bottom water-proof layer thickness based on the bottom elevation of the lock pit excavation and the top elevation of the confined water plate.

[0118] The impermeable layer thickness calculation unit 62 is used to back-calculate the required thickness of the impermeable layer at the bottom of the foundation pit based on the current thickness of the impermeable layer at the bottom of the pit and the safety factor threshold, using the surge stability formula.

[0119] The bottom elevation determination unit 63 is used to determine the bottom elevation of the impermeable layer at the bottom of the lock pit based on the bottom elevation of the excavation and the required thickness of the impermeable layer at the bottom of the pit.

[0120] The foundation pit anti-surge control unit 64 is used to select the construction process scheme of the impermeable layer at the bottom of the pit based on the soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit, and to construct the impermeable layer of the lock foundation pit using the construction process scheme of the impermeable layer at the bottom of the pit. The constructed impermeable layer of the lock foundation pit meets the safety factor requirements for the stability of the lock pit under surge.

[0121] The aforementioned lock pit anti-surge control device can calculate the current thickness of the impermeable layer at the bottom of the pit using the pit bottom waterproofing layer thickness calculation unit 61 based on the excavation bottom elevation of the lock pit and the top elevation of the confined water plate. Then, the impermeable layer thickness calculation unit 62 calculates the required thickness of the impermeable layer at the bottom of the pit using the surge stability formula based on the current impermeable layer thickness and the safety factor threshold. Finally, the treatment bottom elevation determination unit 63 determines the treatment bottom elevation of the impermeable layer based on the excavation bottom elevation of the lock pit and the required thickness of the impermeable layer. Finally, the pit anti-surge control unit 64 selects a construction process for the impermeable layer based on soil permeability characteristics and the treatment bottom elevation of the impermeable layer, and constructs the impermeable layer of the lock pit using this process. The constructed impermeable layer meets the safety factor requirements for the lock pit's bottom surge stability. In this embodiment, a closed impermeable layer can be directly constructed at the bottom of the lock pit to replace the anti-surge method of relying on the surrounding water-cutting curtain in related technologies. The constructed impermeable layer at the bottom of the pit is located at the bottom of the pit, and the self-weight of the overlying soil and the pressure of the underlying pressurized water form a mechanical balance, resulting in structural stability and no significant risk of horizontal thrust or shear failure. At the same time, the impermeable layer is closely integrated with the soil at the bottom of the pit to form a "self-pressurized and self-sealing" overall seepage prevention system. It does not rely on external continuous structures. Even if there are uneven construction in some areas, the overall thickness and closed shape can still maintain stable seepage prevention performance, improve the reliability and long-term safety of the lock pit project, and thus solve the technical problems of structural damage and low reliability in lock pit projects using the water-cutting curtain method.

[0122] Optionally, the lock pit anti-surge control device further includes: a soil permeability coefficient measuring unit, used to determine the soil layer distribution based on the geological survey report and to measure the soil permeability characteristic parameters of each soil layer using a pumping test strategy before calculating the current thickness of the impermeable layer at the bottom of the pit based on the bottom elevation of the lock pit excavation and the top elevation of the confined water plate; and a confined water head determining unit, used to determine the confined water pressure elevation and the confined water top plate elevation through a confined water test strategy, and to determine the confined water head elevation based on the confined water pressure elevation and the top elevation of the confined water plate.

[0123] Optionally, the lock pit anti-surge control device further includes: a water pressure elevation calculation unit, used to calculate the water pressure elevation of the impermeable layer at the bottom of the pit based on the treatment bottom elevation of the impermeable layer and the confined water pressure elevation after selecting the construction process scheme of the impermeable layer at the bottom of the pit according to the soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit; a high-pressure jet grouting wall parameter acquisition unit, used to acquire the allowable slope parameters of the high-pressure jet grouting wall in the high-pressure jet grouting scheme of the lock project; a seepage prevention wall thickness calculation unit, used to calculate the required seepage prevention wall thickness based on the water pressure elevation of the impermeable layer at the bottom of the pit and the allowable slope parameters of the high-pressure jet grouting wall; and a final wall thickness calculation unit, used to calculate the final wall thickness of the impermeable layer at the bottom of the pit based on the required seepage prevention wall thickness and the preset construction safety factor.

[0124] Optionally, the lock pit anti-surge control device further includes: a unit for determining the treatment range of the impermeable layer, used to determine the bottom elevation of the high-pressure jet grouting pile and the treatment range of the impermeable layer at the bottom of the pit based on the treatment bottom elevation of the impermeable layer at the bottom of the pit and the required high-pressure jet grouting wall thickness of the impermeable layer at the bottom of the pit after calculating the final wall thickness of the impermeable layer at the bottom of the pit based on the required impermeable wall thickness of the impermeable layer at the bottom of the pit; and a soil weight determination unit, used to determine the weight of the soil above the high-pressure jet grouting pile according to the required high-pressure jet grouting wall thickness of the impermeable layer at the bottom of the pit, wherein the weight of the soil above the high-pressure jet grouting pile is greater than or equal to the weight of the soil in the middle range of the lock pit, and the starting slope and the ending slope of the high-pressure jet grouting pile are the same.

[0125] Optionally, the lock pit anti-surge control device also includes: a jet grouting pile parameter determination unit, used to determine the depth and diameter of the jet grouting piles based on the geological survey report and the treatment range of the impermeable layer at the bottom of the pit after determining the bottom elevation of the high-pressure jet grouting location and the treatment range of the impermeable layer at the bottom of the pit; and a construction parameter set calculation unit, used to calculate the construction parameter set of each grouting hole in the high-pressure jet grouting pile based on the diameter of the jet grouting piles and the drilling spacing of the target lock project, wherein the construction parameter set includes: the number of rows of grouting holes, the row spacing parameters of grouting holes, and the hole spacing parameters.

[0126] Optionally, the lock pit anti-surge control device also includes: a grout ratio determination unit, used to determine the water-cement ratio and admixture type of the grout for high-pressure jet grouting piles after selecting the construction process scheme for the impermeable layer at the bottom of the pit based on the soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit.

[0127] Optionally, the lock pit anti-surge control device further includes: a seepage prevention inspection unit, used to inspect the seepage prevention effect of the high-pressure jet grouting anti-seepage wall after the impermeable layer of the lock pit is constructed using the impermeable layer construction process at the bottom of the pit; a seepage prevention result determination unit, used to determine the overall seepage prevention result based on the wall permeability coefficient, the difference in water level, and the amount of seepage in the seepage prevention inspection result; and a seepage prevention reinforcement treatment unit, used to carry out seepage prevention reinforcement treatment when the overall seepage prevention result indicates that there are concentrated seepage points in the high-pressure jet grouting anti-seepage wall.

[0128] The aforementioned lock pit anti-surge control device may also include a processor and a memory. The aforementioned pit bottom waterproof layer thickness calculation unit 61, impermeable layer thickness calculation unit 62, treatment bottom elevation determination unit 63, pit anti-surge control unit 64, etc., are all stored in the memory as program units, and the processor executes the aforementioned program units stored in the memory to realize the corresponding functions.

[0129] The aforementioned processor contains a kernel, which retrieves the corresponding program units from memory. One or more kernels can be configured, and adjusting kernel parameters enables the control of sudden surge prevention in the lock pit during the lock engineering project.

[0130] The aforementioned memory may include non-permanent memory in computer-readable media, such as random access memory (RAM) and / or non-volatile memory, such as read-only memory (ROM) or flash RAM, and the memory includes at least one memory chip.

[0131] According to another aspect of the embodiments of this application, a computer-readable storage medium is also provided, the computer-readable storage medium including a stored computer program, wherein, when the computer program is running, it controls the device where the computer-readable storage medium is located to execute the lock pit anti-surge control method of any one of the above embodiments.

[0132] According to another aspect of the embodiments of this application, an electronic device is also provided, including one or more processors and a memory, wherein the memory is used to store one or more programs, wherein when one or more programs are executed by one or more processors, the one or more processors cause the one or more processors to implement the lock pit anti-surge control method of any one of the above embodiments.

[0133] This application also provides a computer program product, including a computer program that, when executed by a processor, implements the steps of the lock pit anti-surge control method described in various embodiments of this application.

[0134] This application also provides a computer program product, including a non-volatile computer-readable storage medium storing a computer program, which, when executed by a processor, implements the steps of the lock pit anti-surge control method described in various embodiments of this application.

[0135] Figure 7 This is a hardware structure block diagram of an electronic device (or mobile device) for implementing a method for preventing sudden surges in a lock pit, according to an embodiment of this application. Figure 7 As shown, an electronic device may include one or more ( Figure 7 The processor (which may include, but is not limited to, a microprocessor MCU or a programmable logic device FPGA, etc.) and memory 704 for storing data are also included. In addition, it may include: a display, an input / output interface (I / O interface), a universal serial bus (USB) port (which may be included as one of the ports of the I / O interface), a network interface, a keyboard, a power supply, and / or a camera. Those skilled in the art will understand that... Figure 7 The structure shown is for illustrative purposes only and does not limit the structure of the electronic device described above. For example, the electronic device may also include components that are more... Figure 7 The more or fewer components shown, or having the same Figure 7 The different configurations shown.

[0136] The sequence numbers of the embodiments in this application are for descriptive purposes only and do not represent the superiority or inferiority of the embodiments.

[0137] In the above embodiments of this application, the descriptions of each embodiment have different focuses. For parts not described in detail in a certain embodiment, please refer to the relevant descriptions of other embodiments.

[0138] In the several embodiments provided in this application, it should be understood that the disclosed technical content can be implemented in other ways. The device embodiments described above are merely illustrative; for example, the division of units can be a logical functional division, and in actual implementation, there may be other division methods. For instance, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the displayed or discussed mutual coupling, direct coupling, or communication connection may be through some interfaces; the indirect coupling or communication connection between units or modules may be electrical or other forms.

[0139] The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple units. Some or all of the units can be selected to achieve the purpose of this embodiment according to actual needs.

[0140] Furthermore, the functional units in the various embodiments of this application can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or as a software functional unit.

[0141] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, or all or part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of this application. The aforementioned storage medium includes various media capable of storing program code, such as a USB flash drive, read-only memory (ROM), random access memory (RAM), portable hard drive, magnetic disk, or optical disk.

[0142] The above description is only a preferred embodiment of this application. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the principle of this application, and these improvements and modifications should also be considered within the scope of protection of this application.

Claims

1. A method for preventing sudden surges in a lock pit, characterized in that, include: Calculate the current thickness of the impermeable layer at the bottom of the lock pit based on the bottom elevation of the excavation and the top elevation of the confined water slab. Based on the current thickness of the impermeable layer at the bottom of the pit and the safety factor threshold, the required thickness of the impermeable layer at the bottom of the pit is calculated using the surge stability formula. Based on the bottom elevation of the lock pit excavation and the required thickness of the impermeable layer at the bottom of the pit, determine the treatment bottom elevation of the impermeable layer at the bottom of the pit; Based on the soil permeability characteristics and the treatment bottom elevation of the impermeable layer at the bottom of the pit, a construction process for the impermeable layer at the bottom of the pit is selected. The impermeable layer of the lock pit is constructed using the construction process for the impermeable layer at the bottom of the pit. The constructed impermeable layer of the lock pit meets the safety factor requirements for the stability of the lock pit bottom inrush.

2. The method for preventing sudden surges in the lock pit according to claim 1, characterized in that, Before calculating the current thickness of the impermeable layer at the bottom of the lock pit based on the excavation bottom elevation and the elevation of the confined water top plate, the following steps are also included: Based on the geological survey report, the distribution of soil layers was determined, and a pumping test strategy was used to determine the soil permeability characteristic parameters of each soil layer. The confined water pressure elevation and the confined water top plate elevation are determined by the confined water test strategy, and the confined water head elevation is determined based on the confined water pressure elevation and the confined water top plate elevation.

3. The method for preventing sudden surges in the lock pit according to claim 1, characterized in that, After selecting a construction process for the impermeable layer at the bottom of the pit based on the soil permeability characteristics and the treatment bottom elevation of the impermeable layer, the process also includes: Based on the treated bottom elevation of the impermeable layer at the bottom of the pit and the confined water pressure elevation, calculate the water pressure elevation of the impermeable layer at the bottom of the pit. Obtain the allowable slope parameters of the high-pressure jet grouting wall in the high-pressure jet grouting scheme of the lock project; The required thickness of the anti-seepage wall is calculated based on the water pressure elevation of the impermeable layer at the bottom of the pit and the allowable slope parameters of the high-pressure spray wall. Based on the required impermeable wall thickness and the preset construction safety factor, the final wall thickness of the impermeable layer at the bottom of the pit is calculated.

4. The method for preventing sudden surges in the lock pit according to claim 3, characterized in that, After calculating the final thickness of the impermeable layer at the bottom of the pit based on the required impermeable wall thickness and the preset construction safety factor, the method further includes: Based on the treatment bottom elevation of the impermeable layer at the bottom of the pit and the required thickness of the high-pressure jet grouting wall for the impermeable layer at the bottom of the pit, the bottom elevation of the high-pressure jet grouting pile and the treatment range of the impermeable layer at the bottom of the pit are determined. The weight of the upper soil of the high-pressure jet grouting pile is determined according to the required thickness of the impermeable layer at the bottom of the pit. The weight of the upper soil of the high-pressure jet grouting pile is greater than or equal to the weight of the soil in the middle range of the lock pit. The starting slope and the ending slope of the high-pressure jet grouting pile are the same.

5. The method for preventing sudden surges in the lock pit according to claim 4, characterized in that, After determining the bottom elevation of the high-pressure jet grouting location and the treatment area of ​​the impermeable layer at the bottom of the pit, the following steps are also included: Based on the geological survey report and the treatment range of the impermeable layer at the bottom of the pit, the depth of the high-pressure jet grouting pile and the diameter of the jet grouting pile are determined. Based on the pile diameter and drilling spacing of the jet grouting piles in the target lock project, the set of construction parameters for each grouting hole in the high-pressure jet grouting pile is calculated. The set of construction parameters includes: the number of rows of grouting holes, the row spacing parameters of grouting holes, and the hole spacing parameters.

6. The method for preventing sudden surges in the lock pit according to claim 1, characterized in that, After selecting a construction process for the impermeable layer at the bottom of the pit based on the soil permeability characteristics and the treatment bottom elevation of the impermeable layer, the process also includes: Based on the construction process of the impermeable layer at the bottom of the pit, the water-cement ratio of the grout and the type of admixture for the high-pressure jet grouting pile are determined.

7. The method for preventing sudden surges in the lock pit according to claim 1, characterized in that, After constructing the impermeable layer of the lock pit using the aforementioned impermeable layer construction process, the method further includes: In-situ permeability testing was employed to examine the seepage prevention effectiveness of the high-pressure jet grouting barrier. Based on the wall permeability coefficient, comparative water level difference, and seepage volume in the seepage prevention inspection results, the overall seepage prevention results are determined. If the overall seepage prevention results indicate that there are concentrated seepage points in the high-pressure jet grouting anti-seepage wall, seepage prevention reinforcement treatment shall be carried out.

8. A control device for preventing sudden surges in a lock pit, characterized in that, include: The unit for calculating the thickness of the impermeable layer at the bottom of the pit is used to calculate the current thickness of the impermeable layer at the bottom of the pit based on the bottom elevation of the lock pit excavation and the top elevation of the confined water plate. The impermeable layer thickness calculation unit is used to back-calculate the required thickness of the impermeable layer at the bottom of the foundation pit based on the current thickness of the impermeable layer at the bottom of the pit and the safety factor threshold, using the surge stability formula. The bottom elevation determination unit is used to determine the bottom elevation of the impermeable layer at the bottom of the pit based on the bottom elevation of the excavation of the lock pit and the required thickness of the impermeable layer at the bottom of the pit. The foundation pit anti-surge control unit is used to select a construction process scheme for the impermeable layer at the bottom of the pit based on the soil permeability characteristic parameters and the treatment bottom elevation of the impermeable layer at the bottom of the pit, and to construct the impermeable layer of the lock foundation pit using the construction process scheme. The constructed impermeable layer of the lock foundation pit meets the safety factor requirements for the stability of the lock pit under surge.

9. An electronic device, characterized in that, It includes one or more processors and a memory, the memory being used to store one or more programs, wherein when the one or more programs are executed by the one or more processors, the one or more processors cause the one or more processors to implement the lock pit anti-surge control method according to any one of claims 1 to 7.

10. A computer program product, comprising a computer program, characterized in that, When the computer program is executed by the processor, it implements the steps of the lock pit anti-surge control method according to any one of claims 1 to 7.

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