A construction method and system for water conservancy projects

Abstract

This invention discloses a construction method and system for water conservancy projects, relating to the field of dewatering technology for foundation pit engineering. The method includes establishing a three-dimensional groundwater flow field model, obtaining characteristic parameters of the groundwater flow field, and determining key control areas for dewatering; designing and determining a multi-level dewatering well group layout scheme based on the groundwater flow field characteristic parameters and key control areas; implementing dewatering operations using a phased start-up strategy based on the multi-level dewatering well group layout scheme, establishing a graded dewatering layout; conducting foundation pit excavation operations based on the graded dewatering layout, monitoring the dewatering effect and adjusting pumping parameters during excavation, maintaining the dewatering well group in operation until the underground structure construction is completed; and implementing phased pump shutdown operations after the underground structure construction is completed. This invention, by establishing a three-dimensional groundwater flow field model to guide the precise layout of multi-level dewatering well groups and adopting a phased control strategy, achieves refined management of foundation pit dewatering, improves dewatering efficiency, and reduces engineering costs.

Description

Technical Field

[0001] This invention relates to the field of dewatering technology for foundation pit engineering, and in particular to a construction method and system for water conservancy projects. Background Technology

[0002] With the rapid development of urban construction, the demand for underground space development is increasing, and the scale and number of deep foundation pit projects are constantly expanding. Foundation pit dewatering, as a key technology to ensure the safe construction of deep foundation pits, has developed into a mature technical system including lightweight wellpoint dewatering, tubular well dewatering, and deep well dewatering. Among these, deep well dewatering is widely used in large-scale deep foundation pit projects due to its large dewatering depth and wide applicability. With the advancement of computing technology, modern analytical methods such as numerical simulation are gradually being applied to foundation pit dewatering design, providing technical support for solving dewatering problems under complex geological conditions.

[0003] However, existing technologies still have significant shortcomings. On the one hand, traditional dewatering well placement is mainly based on empirical judgment and simplified calculations, lacking precise analysis of the three-dimensional flow field characteristics of groundwater, resulting in room for improvement in the scientific and rational nature of well placement. On the other hand, existing dewatering control mostly adopts a uniform model, lacking hierarchical control strategies tailored to the characteristics of different regions, leaving room for improvement in dewatering efficiency and engineering economy. Summary of the Invention

[0004] In view of the aforementioned existing problems, the inventors have proposed the present invention.

[0005] Therefore, the present invention provides a construction method and system for water conservancy projects to solve the technical problems of insufficient precision in the layout of dewatering wells, lack of three-dimensional flow field analysis and hierarchical control strategies in existing foundation pit dewatering methods.

[0006] To solve the above-mentioned technical problems, the present invention provides the following technical solution:

[0007] In a first aspect, the present invention provides a construction method for water conservancy projects, which includes: establishing a three-dimensional groundwater flow field model based on hydrogeological survey data, obtaining characteristic parameters of the groundwater flow field, and determining key areas for precipitation control;

[0008] Based on the characteristic parameters of the groundwater flow field and the key control areas for precipitation, a multi-level precipitation well group layout scheme was designed and determined;

[0009] Based on the multi-level precipitation well group layout scheme, a phased start-up strategy is adopted to implement precipitation operations and establish a graded precipitation layout.

[0010] The foundation pit excavation operation was carried out based on the graded dewatering layout. During the excavation process, the dewatering effect was monitored and the pumping parameters were adjusted. After the foundation pit excavation was completed, the dewatering well group was kept in operation until the underground structure construction was completed.

[0011] After the underground structure construction is completed, the pumps will be shut down in stages.

[0012] As a preferred embodiment of the water conservancy engineering construction method of the present invention, the establishment of a three-dimensional groundwater flow field model based on hydrogeological survey data includes:

[0013] Acquire and preprocess hydrogeological survey data to establish a stratigraphic structure database;

[0014] The permeability test data were processed using spatial interpolation methods to determine the permeability coefficient distribution;

[0015] A three-dimensional groundwater flow field model is constructed based on the geological structure database, permeability coefficient distribution, and boundary conditions.

[0016] The characteristic parameters of the groundwater flow field are obtained by calculating the three-dimensional groundwater flow field model, and the three-dimensional groundwater flow field model is verified.

[0017] Based on a three-dimensional groundwater flow field model, the key control areas for precipitation are determined through hydraulic gradient analysis and multi-condition flow field simulation.

[0018] As a preferred embodiment of the water conservancy engineering construction method of the present invention, the design and determination of the multi-stage dewatering well group layout scheme includes:

[0019] The influence range of precipitation around the foundation pit is determined based on the characteristic parameters of the groundwater flow field, and the first-level precipitation zone and the second-level precipitation zone are divided.

[0020] Based on the distribution of the first-level precipitation area, the second-level precipitation area, and the permeability coefficient, the distribution of the well spacing for the first-level precipitation area and the distribution of the well spacing for the second-level precipitation area are determined respectively.

[0021] Based on the foundation pit engineering parameters and groundwater flow field characteristic parameters, the pumping volume of each level of dewatering area is calculated and the pumping capacity of a single well is determined.

[0022] The well cluster layout density adjustment coefficient is determined based on the spatial distribution of key precipitation control areas;

[0023] Based on the pumping volume of each level of precipitation area, the pumping capacity of a single well, the distribution of the spacing between first-level precipitation wells, the distribution of the spacing between second-level precipitation wells, and the well group layout density adjustment coefficient, the number and location of each level of precipitation wells are determined, and a multi-level precipitation well group layout scheme is generated.

[0024] As a preferred embodiment of the water conservancy engineering construction method of the present invention, establishing a graded precipitation layout includes:

[0025] Based on the multi-level dewatering well group layout plan, the second-level dewatering well group was activated to begin pre-dewatering operations in the area surrounding the foundation pit;

[0026] Monitor the rate of water level drop in the area surrounding the foundation pit and record the operating time of the second-stage dewatering well group;

[0027] Assess whether the tiered start-up criteria are met based on the magnitude of the water level drop and the operating time.

[0028] When the tiered activation criteria are met, the first-level dewatering well group is activated to dewater the foundation pit.

[0029] Control the coordinated operation of the first-level precipitation well group and the second-level precipitation well group to establish a graded precipitation layout.

[0030] As a preferred embodiment of the water conservancy engineering construction method of the present invention, the foundation pit excavation operation based on the graded dewatering layout includes:

[0031] After verifying the precipitation effect of the graded precipitation layout and confirming that the excavation conditions are met, the layered excavation of the foundation pit will begin.

[0032] During the excavation process, the parameters of the dewatering effect are monitored, including changes in groundwater level, pumping volume of a single well, and water inflow into the foundation pit.

[0033] When any precipitation effect parameter exceeds the preset safety threshold, the abnormal area is identified and the pumping parameters of the precipitation wells in the abnormal area are adjusted.

[0034] As a preferred embodiment of the water conservancy engineering construction method of the present invention, the phased pump shutdown operation includes:

[0035] After the underground structure construction is completed, the operation of the first-stage dewatering well group will be stopped;

[0036] Monitor the rise in groundwater level around the foundation pit;

[0037] When the groundwater level rises back to the preset level, the operation of the second-stage dewatering well group will be stopped, and the phased pump shutdown operation will be completed.

[0038] As a preferred embodiment of the water conservancy engineering construction method of the present invention, determining the spacing distribution of the first-stage dewatering wells and the spacing distribution of the second-stage dewatering wells includes:

[0039] The permeability coefficient distribution data within the first-level precipitation area and the second-level precipitation area were extracted respectively;

[0040] Based on the permeability coefficient, each precipitation area is divided into high-permeability, medium-permeability, and low-permeability zones.

[0041] Based on the hydrogeological parameters of different permeability sections, the radius of influence of the precipitation funnel in each section is calculated.

[0042] For the first-level precipitation area, the spacing between precipitation wells in each section is determined based on the influence radius of the precipitation funnel and the requirements for drying control of the foundation pit, thus forming a distribution scheme for the spacing between first-level precipitation wells;

[0043] For the second-level precipitation area, the spacing between precipitation wells in each section is determined based on the influence radius of the precipitation funnel and the interception control requirements, thus forming a distribution scheme for the spacing between second-level precipitation wells.

[0044] Secondly, the present invention provides a water conservancy engineering construction system, comprising:

[0045] The 3D groundwater flow field modeling module is used to establish a 3D groundwater flow field model based on hydrogeological survey data, obtain groundwater flow field characteristic parameters, and determine key precipitation control areas.

[0046] The multi-stage precipitation well group design module is used to design and determine the layout scheme of the multi-stage precipitation well group based on the groundwater flow field characteristic parameters and the key precipitation control areas.

[0047] The phased precipitation control module is used to implement precipitation operations based on a multi-level precipitation well group layout scheme, and to establish a graded precipitation layout by adopting a phased start-up strategy.

[0048] The excavation operation coordination module is used to carry out foundation pit excavation operations based on the graded dewatering layout. During the excavation process, the dewatering effect is monitored and the pumping parameters are adjusted. After the foundation pit excavation is completed, the dewatering well group is maintained until the underground structure construction is completed.

[0049] The pump shutdown control module is used to implement phased pump shutdown operations after the underground structure construction is completed.

[0050] Thirdly, the present invention provides a computer device including a memory and a processor, wherein the memory stores a computer program, and the computer program, when executed by the processor, implements any step of the water conservancy engineering construction method as described in the first aspect of the present invention.

[0051] Fourthly, the present invention provides a computer-readable storage medium having a computer program stored thereon, wherein the computer program, when executed by a processor, implements any step of the water conservancy engineering construction method as described in the first aspect of the present invention.

[0052] The beneficial effects of this invention are as follows: By constructing a three-dimensional groundwater flow field model, this invention can accurately analyze the groundwater flow characteristics under complex geological conditions. Based on the flow field characteristic parameters and the design scheme of a multi-level dewatering well group for key control areas, the invention achieves precise layout of dewatering wells and improves the rationality of the well group layout. Adopting a graded and zoned dewatering control strategy, and setting drying control and interception control requirements according to the functional needs of different areas, improves the pertinence and effectiveness of dewatering control. This invention achieves refined control of foundation pit dewatering, significantly improving dewatering efficiency and reducing engineering costs while ensuring construction safety, and has good engineering application value. Attached Figure Description

[0053] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0054] Figure 1 This is a flowchart of the construction methods for water conservancy projects.

[0055] Figure 2 A flowchart for the design of the spacing distribution of dewatering wells in water conservancy engineering construction methods.

[0056] Figure 3 This is a flowchart illustrating the phased dewatering operation process for water conservancy engineering construction.

[0057] Figure 4 This is a module connection diagram for a water conservancy project construction system. Detailed Implementation

[0058] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0059] Many specific details are set forth in the following description in order to provide a full understanding of the invention. However, the invention may also be practiced in other ways different from those described herein, and those skilled in the art can make similar extensions without departing from the spirit of the invention. Therefore, the invention is not limited to the specific embodiments disclosed below.

[0060] Secondly, the term "an embodiment" or "embodiment" as used herein refers to a specific feature, structure, or characteristic that may be included in at least one implementation of the present invention. The phrase "in one embodiment" appearing in different places throughout this specification does not necessarily refer to the same embodiment, nor is it a single embodiment or an embodiment selectively excluded from other embodiments.

[0061] Reference Figures 1-4 As one embodiment of the present invention, this embodiment provides a method for constructing a water conservancy project, the flowchart of which is shown below. Figure 1 As shown, the method includes the following steps:

[0062] S1: Establish a three-dimensional groundwater flow field model based on hydrogeological survey data, obtain the characteristic parameters of the groundwater flow field, and determine the key control areas for precipitation.

[0063] Specifically, step S1 includes:

[0064] S1.1: Acquire and preprocess hydrogeological survey data to establish a stratigraphic structure database.

[0065] It should be noted that the hydrogeological survey data includes borehole columnar sections, permeability test data, groundwater level observation data, aquifer thickness data, and pumping test data, which are obtained through the engineering geological survey report.

[0066] S1.2: Process the permeability test data using spatial interpolation methods to determine the permeability coefficient distribution.

[0067] In one embodiment, permeability test data undergoes quality checks and preprocessing to remove substandard data. The permeability test data is then grouped according to lithological characteristics, sedimentary environment, and hydrogeological unit boundaries. Based on the grouped permeability test data, spatial interpolation calculations are performed using Kriging interpolation or the inverse distance weighting method to determine the permeability coefficient distribution. Using Kriging interpolation or the inverse distance weighting method to process the permeability test data effectively solves the problem of parameter spatial continuity caused by the discrete distribution of exploration points, making the permeability coefficient distribution more accurately reflect the true permeability characteristics of the strata.

[0068] S1.3: Based on the geological structure database, permeability coefficient distribution, and boundary conditions, a three-dimensional groundwater flow field model is constructed.

[0069] Specifically, a three-dimensional geometric model is established based on a geological structure database, and a mesh generation algorithm is used to divide the three-dimensional geometric model into meshes. Material properties are assigned to mesh cells based on the permeability coefficient distribution, and initial conditions are determined based on the measured groundwater level. Boundary condition types are determined and set according to the hydrogeological conditions of the engineering area, including constant head boundary, constant flow boundary, and impermeable boundary. Groundwater flow control equations based on Darcy's law are established, and the groundwater flow control equations are solved using finite element or finite difference numerical methods to obtain the groundwater level distribution and velocity distribution, thus completing the construction of a three-dimensional groundwater flow field model.

[0070] S1.4: Obtain the characteristic parameters of the groundwater flow field by calculating the three-dimensional groundwater flow field model, and verify the three-dimensional groundwater flow field model.

[0071] The characteristic parameters of the groundwater flow field include groundwater flow direction, groundwater level distribution, and hydraulic gradient distribution. Specifically, the flow velocity vector is extracted from the velocity distribution calculation results, and the direction of the velocity vector is analyzed to determine the groundwater flow direction; the hydraulic head gradient between adjacent nodes is calculated using groundwater level distribution data to generate the hydraulic gradient distribution, which is calculated as the ratio of the hydraulic head difference between nodes to the node distance; the groundwater flow direction, groundwater level distribution, and hydraulic gradient distribution are summarized to form the characteristic parameters of the groundwater flow field; measured data are collected, and the characteristic parameters of the groundwater flow field are compared and verified with the measured data to validate the accuracy of the three-dimensional groundwater flow field model. The measured data includes well water level monitoring data and pumping test data.

[0072] S1.5: Based on the three-dimensional groundwater flow field model, the key control area for precipitation is determined through hydraulic gradient analysis and multi-condition flow field simulation.

[0073] Specifically, statistical analysis of the hydraulic gradient distribution is conducted to identify high gradient regions where the hydraulic gradient exceeds the critical value; flow field simulation is performed under various pumping conditions to identify groundwater flow collection areas and water level sensitive areas; and the spatial range of key precipitation control areas is delineated by comprehensively evaluating high gradient regions, groundwater flow collection areas, water level sensitive areas, and permeability coefficient distribution, including high permeability catchment areas, potential inrush risk areas, and areas with abrupt changes in permeability.

[0074] Ideally, high gradient regions can be identified through hydraulic gradient analysis, and the degree of flow convergence and water level sensitivity can be analyzed by combining multi-condition flow field simulation. This allows for the precise delineation of high-permeability catchment areas, potential inrush risk areas, and permeability abrupt change areas, thereby enabling the quantitative determination of precipitation control areas. This makes the deployment of precipitation wells more targeted, avoids ineffective precipitation, and improves precipitation efficiency.

[0075] S2: Based on the characteristic parameters of the groundwater flow field and the key control areas for precipitation, design and determine the layout scheme of the multi-level precipitation well group.

[0076] Specifically, step S2 includes:

[0077] S2.1: Determine the scope of precipitation impact around the foundation pit based on the characteristic parameters of the groundwater flow field, and divide the first-level precipitation area and the second-level precipitation area.

[0078] In one embodiment, the impact range of precipitation around the foundation pit is determined based on the distribution of groundwater level and hydraulic gradient. The impact range of precipitation around the foundation pit is divided into the near-field impact area and the far-field impact area of ​​the foundation pit according to the magnitude of the hydraulic gradient and the distance from the foundation pit. The near-field impact area of ​​the foundation pit is set as the first-level precipitation area, and the far-field impact area of ​​the foundation pit is set as the second-level precipitation area.

[0079] S2.2: Based on the distribution of the first-level precipitation area, the second-level precipitation area, and the permeability coefficient, determine the distribution of the spacing between the first-level precipitation wells and the second-level precipitation wells, respectively.

[0080] Preferably, the design flowchart for the spacing distribution of dewatering wells is as follows: Figure 2 As shown, permeability coefficient distribution data were extracted from the first-level and second-level precipitation areas, respectively. Based on the permeability coefficient, each precipitation area was divided into high-permeability, medium-permeability, and low-permeability zones. Based on the hydrogeological parameters of different permeability zones, the radius of influence of the precipitation funnel in each zone was calculated. These hydrogeological parameters included permeability coefficient, aquifer type, aquifer thickness, and design drawdown.

[0081] Furthermore, for the first-level precipitation area, the spacing of precipitation wells in each section is determined according to the influence radius of the precipitation funnel and the requirements for drying control of the foundation pit, forming a distribution scheme for the spacing of first-level precipitation wells. Specifically, the well spacing is determined according to the influence radius of the precipitation funnel in each section, combined with the target drawdown value of the requirements for drying control of the foundation pit, and according to the principle of overlapping influence radii, to ensure that the groundwater level within the foundation pit drops below the design elevation.

[0082] Furthermore, for the second-level precipitation area, the spacing between precipitation wells in each section is determined based on the influence radius of the precipitation funnel and the interception control requirements, forming a second-level precipitation well spacing distribution scheme. Specifically, this includes: determining the well spacing through hydraulic gradient analysis based on the influence radius of the precipitation funnel in each section and the water level control target of the interception control requirements, forming an effective outer interception barrier to reduce groundwater recharge to the foundation pit.

[0083] It should be noted that the first-level dewatering zone directly serves the excavation of the foundation pit and must ensure that there is no water accumulation inside the pit; therefore, it adopts the requirement of pit drying control. The function of the second-level dewatering zone is to form a water level drawdown funnel on the periphery, blocking the recharge flow of groundwater from afar into the foundation pit; therefore, it adopts the requirement of flow interception control. The two levels of dewatering zones have different functional orientations, and their control objectives and technical requirements are also different accordingly.

[0084] Ideally, through precise analysis based on groundwater flow field characteristic parameters, the scientific division and hierarchical control of the precipitation impact range were achieved, effectively improving precipitation efficiency and control accuracy. Differentiated well spacing design was implemented by combining permeability coefficient distribution. Reasonable well spacing was determined based on the precipitation funnel influence radius and control requirements of each section, ensuring uniformity of precipitation effects while avoiding overly dense or sparse well placement, thus achieving an organic unity of economy and technology.

[0085] S2.3: Based on the foundation pit engineering parameters and groundwater flow field characteristic parameters, calculate the pumping volume of each level of precipitation area and determine the pumping capacity of a single well.

[0086] Among them, the parameters of the foundation pit project include the excavation depth and the safety drawdown requirements, which are obtained through the foundation pit project design requirements.

[0087] Specifically, the target drawdown values ​​for each level of dewatering zone are determined based on the foundation pit engineering parameters. Based on the target drawdown, the geometric parameters of the dewatering zone, and the characteristics of the aquifer, the total pumping volume required to achieve the dewatering target for each level of dewatering zone is calculated using the water balance method combined with groundwater recharge conditions. The corresponding theoretical calculation model (such as the unconfined well calculation model or the confined well calculation model) is determined according to the aquifer type. Combining parameters such as permeability coefficient, aquifer thickness, radius of influence of the dewatering funnel, and target drawdown, the pumping capacity of a single well is calculated using steady-flow pumping theory.

[0088] S2.4: Determine the well group layout density adjustment coefficient based on the spatial distribution of key precipitation control areas.

[0089] Specifically, for high-permeability catchment areas, areas with potential water inrush risk, and areas with abrupt changes in permeability, due to their complex hydrogeological conditions and the difficulty in controlling precipitation, a well cluster density adjustment coefficient greater than 1 is set to achieve denser distribution. For other conventional areas, where geological conditions are relatively stable, a well cluster density adjustment coefficient equal to 1 is set, and the wells are distributed at the standard density. This differentiated density adjustment strategy enables precise and enhanced control in key areas, ensuring precipitation effectiveness in critical regions while avoiding resource waste caused by dense distribution across the entire area, thus improving the overall economy and relevance of the plan.

[0090] S2.5: Based on the pumping volume of each level of precipitation area, the pumping capacity of a single well, the distribution of the spacing between first-level precipitation wells, the distribution of the spacing between second-level precipitation wells, and the well group layout density adjustment coefficient, determine the number and location of each level of precipitation wells and generate a multi-level precipitation well group layout scheme.

[0091] Specifically, the number of dewatering wells is calculated based on the total pumping demand and single-well pumping capacity of each level of precipitation area. Within each level of precipitation area, a grid-based layout method is adopted, with the corresponding well spacing distribution used as a benchmark for regular arrangement to form a basic well location grid. The well locations in key control areas are then densified according to the well group layout density adjustment coefficient. Dewatering wells located within the first-level precipitation area are classified as first-level dewatering well groups, and those located within the second-level precipitation area are classified as second-level dewatering well groups, generating a multi-level dewatering well group layout scheme.

[0092] Ideally, by constructing a multi-level zoned precipitation control system based on groundwater flow field characteristics, combined with differentiated design of permeability coefficient distribution and density adjustment mechanism for key areas, a technological upgrade from traditional unified layout to refined hierarchical control has been achieved, significantly improving the scientific nature and pertinence of precipitation design.

[0093] S3: Based on the multi-level precipitation well group layout scheme, a phased start-up strategy is adopted to implement precipitation operations and establish a graded precipitation layout.

[0094] Specifically, the flowchart for phased precipitation operations is as follows: Figure 3 As shown, it includes:

[0095] S3.1: Based on the multi-level dewatering well group layout scheme, the second-level dewatering well group is activated to begin pre-dewatering operations in the area surrounding the foundation pit.

[0096] In this embodiment, a phased activation strategy is adopted, prioritizing the activation of the second-level dewatering well group. Located in the far-field influence area of ​​the foundation pit, the second-level dewatering well group performs the function of interception control. Its well spacing is relatively wide, and its influence range is broader, requiring a longer period to establish a stable dewatering funnel and regional water level control. By activating the second-level dewatering well group first, an interception barrier is established around the foundation pit, reducing groundwater recharge towards the pit. This creates favorable boundary conditions for the subsequent precise drying control of the first-level dewatering well group, achieving a graded control effect of "external interception and internal drying."

[0097] S3.2: Monitor the rate of water level drop in the area surrounding the foundation pit and record the operating time of the second-stage dewatering well group.

[0098] S3.3: Based on the water level drop and operating time, assess whether the tiered start-up criteria are met.

[0099] Specifically, the monitored water level drop is compared with the preset drawdown value, and the recorded operating time is compared with the preset minimum operating time. The tiered start-up criteria include the operating time of the second-level dewatering well group reaching the preset minimum operating time, and the water level drop in the area surrounding the foundation pit reaching the preset drawdown value.

[0100] The preset minimum operating time is determined based on aquifer permeability analysis and precipitation funnel formation time, and the preset drawdown value is determined based on the phased precipitation target of the second-level precipitation area, which is usually 60%-80% of the target drawdown.

[0101] S3.4: When the graded initiation criteria are met, the first-level dewatering well group is activated to carry out dewatering of the foundation pit.

[0102] Furthermore, if the tiered activation criteria are not met, monitoring continues until they are met. If the tiered activation criteria are not met even after the second-level precipitation well group has operated for more than the preset maximum operating time, the reasons are analyzed and targeted adjustment measures are taken, including increasing the number of precipitation wells in key precipitation control areas, increasing the pumping flow rate of existing precipitation wells, or adjusting the well group layout density based on the actual water level distribution. The preset maximum operating time is set based on project schedule requirements and aquifer response characteristics to ensure the timeliness of precipitation operations.

[0103] S3.5: Control the coordinated operation of the first-level precipitation well group and the second-level precipitation well group to establish a graded precipitation layout.

[0104] Specifically, based on the target drawdown requirements of the first and second level precipitation zones, operational parameters such as pumping flow rate and operating time are set for each level of the precipitation well group. Staggered start-up and flow rate ratio control ensure that the two levels of well groups are functionally complementary and avoid interference overlap. Water level monitoring points are deployed in the near and far fields of the foundation pit to form a differentiated monitoring network, monitoring water level changes in each level of precipitation zone in real time. Based on the water level compliance status shown by the monitoring data and the foundation pit excavation progress requirements, the pumping intensity and operating time of each level of the precipitation well group are dynamically adjusted. The coordinated operation effect of the two levels of well groups is regularly evaluated, and the operation plan of each level of well group is optimized based on the water level control compliance rate and energy efficiency.

[0105] Through the above-mentioned coordinated operation and control, a graded dewatering layout is established. This layout uses the first-level dewatering well group to achieve precise water control inside the foundation pit, and the second-level dewatering well group to achieve interception control outside the foundation pit. A water level gradient transition zone is formed between the two-level dewatering areas, constituting a tiered water level control system from the outside to the inside.

[0106] Preferably, this invention achieves optimized timing control of precipitation operations through a phased start-up strategy. Start-up timing is determined based on dual criteria, ensuring that well groups at all levels are put into operation under optimal conditions, avoiding energy waste and unstable results associated with traditional synchronous start-up modes. A dynamic response adjustment mechanism is established, enabling timely and targeted measures to be taken when precipitation effects fail to meet expectations, significantly improving the success rate and adaptability of precipitation operations in complex geological conditions.

[0107] S4: Based on the graded dewatering layout, carry out foundation pit excavation operations, monitor the dewatering effect and adjust the pumping parameters during the excavation process, and maintain the operation of the dewatering well group until the underground structure construction is completed after the foundation pit excavation is completed.

[0108] Specifically, step S4 includes:

[0109] S4.1: Verify the precipitation effect of the graded precipitation layout and start the layered excavation operation of the foundation pit after confirming that the excavation conditions are met.

[0110] Specifically, the actual drawdown depth of each level of dewatering area is monitored through water level monitoring wells to verify whether the design drawdown depth requirements have been met; the groundwater level at the bottom of the foundation pit and at each excavation layer is monitored through monitoring points within the pit to confirm that dry operation conditions are met; the stability of the operating parameters of the dewatering well group and the sustainability of the dewatering effect are evaluated; and the water inflow in the foundation pit is monitored and confirmed to be controlled within the allowable range. When the drawdown depth meets the standard, the groundwater level meets the dry operation requirements, the well group operates stably, and the water inflow is controllable, the excavation conditions are confirmed to be met, and the layered excavation operation of the foundation pit begins.

[0111] S4.2: Monitor dewatering effect parameters during excavation, including groundwater level changes, single well pumping volume, and pit inflow.

[0112] S4.3: When any precipitation effect parameter exceeds the preset safety threshold, identify the abnormal area and adjust the pumping parameters of the precipitation wells in the abnormal area to verify the adjustment effect.

[0113] The pumping parameters include pumping flow rate and start / stop status, and the preset safety threshold is determined based on the safety requirements of the foundation pit excavation.

[0114] Furthermore, the steps for identifying abnormal areas and adjusting the pumping parameters of precipitation wells within these areas include: delineating the range of abnormal areas requiring adjustment based on the location of abnormal monitoring points and the influence radius of precipitation wells; identifying relevant precipitation wells within the abnormal areas and analyzing their hydraulic connectivity with the abnormal monitoring points; adjusting the pumping flow rate or start / stop status of precipitation wells within the abnormal areas according to the severity of the abnormality; and monitoring changes in precipitation effect parameters within the abnormal areas after adjustment to verify whether the adjustment effect meets safety requirements.

[0115] S4.4: After the foundation pit excavation is completed, maintain the operation of the dewatering well group until the underground structure construction is completed.

[0116] Specifically, after the foundation pit excavation is completed, the operating parameters of the dewatering well group are adjusted according to the requirements of the underground structure construction to ensure that the foundation pit remains dry during construction. Continuous monitoring of water level changes within the foundation pit and groundwater conditions in the structural construction area is maintained. The pumping intensity of each level of the dewatering well group is adjusted in a timely manner based on the progress of the underground structure construction and the completion of the waterproofing system. When the underground structure waterproofing system is completed and has anti-buoyancy capabilities, the operation of the dewatering well group is gradually stopped in the order of first the far-field areas and then the near-field areas.

[0117] Ideally, by establishing a comprehensive control mechanism encompassing pre-excavation verification, in-excavation monitoring, and adjustments for anomalies, the dewatering process for foundation pits has shifted from static design to dynamic response. Based on precise identification of abnormal areas and a tiered adjustment strategy, it can quickly respond to water level anomalies during excavation, avoiding the safety risks caused by delayed anomaly handling in traditional methods. Through coordinated dewatering operations with excavation progress and structural construction, water level safety control throughout the entire lifecycle of underground engineering is ensured, significantly improving the construction reliability of foundation pit projects under complex hydrogeological conditions.

[0118] S5: After the underground structure construction is completed, implement phased pump shutdown operations.

[0119] Specifically, after the underground structure construction is completed, the operation of the first-stage dewatering well group is stopped. The rise of groundwater level around the foundation pit is monitored. When the groundwater level rises to the preset level, the operation of the second-stage dewatering well group is stopped, completing the phased pump shutdown operation. The preset level is determined based on the underground structure safety requirements, surrounding environmental protection needs, and the natural rise characteristics of groundwater, and is usually 80%-90% of the design groundwater level.

[0120] It should be noted that this embodiment adopts a gradual pump shutdown strategy of "stopping the internal pumps first and then the external ones." The first-stage dewatering well group is stopped first to avoid a sharp rise in the groundwater level, while the continued operation of the second-stage dewatering well group provides a buffer to control the slow rise in the groundwater level, reducing the impact on the surrounding environment and underground structures.

[0121] Furthermore, if the groundwater level rises faster than expected, the corresponding dewatering well group will be restarted for control. If the groundwater level fails to reach the preset value for an extended period, the cause of changes in formation permeability or well blockage will be analyzed, and the pump shutdown sequence will be adjusted or the dewatering wells will be cleaned if necessary.

[0122] This embodiment also provides a water conservancy engineering construction system, the module connection diagram of which is shown below. Figure 4 As shown, the system includes:

[0123] The 3D groundwater flow field modeling module is used to establish a 3D groundwater flow field model based on hydrogeological survey data, obtain groundwater flow field characteristic parameters, and determine key precipitation control areas.

[0124] The multi-stage precipitation well group design module is used to design and determine the layout scheme of the multi-stage precipitation well group based on the groundwater flow field characteristic parameters and the key precipitation control areas.

[0125] The phased precipitation control module is used to implement precipitation operations based on a multi-level precipitation well group layout scheme, and to establish a graded precipitation layout by adopting a phased start-up strategy.

[0126] The excavation operation coordination module is used to carry out foundation pit excavation operations based on the graded dewatering layout. During the excavation process, the dewatering effect is monitored and the pumping parameters are adjusted. After the foundation pit excavation is completed, the dewatering well group is maintained until the underground structure construction is completed.

[0127] The pump shutdown control module is used to implement phased pump shutdown operations after the underground structure construction is completed.

[0128] This embodiment also provides a computer device applicable to water conservancy engineering construction methods, including: a memory and a processor; the memory is used to store computer-executable instructions, and the processor is used to execute the computer-executable instructions to implement the water conservancy engineering construction method proposed in the above embodiment.

[0129] The computer device can be a terminal, comprising a processor, memory, communication interface, display screen, and input devices connected via a system bus. The processor provides computing and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system and computer programs. The internal memory provides an environment for the operation of the operating system and computer programs stored in the non-volatile storage media. The communication interface is used for wired or wireless communication with external terminals; wireless communication can be achieved through Wi-Fi, carrier networks, NFC (Near Field Communication), or other technologies. The display screen can be an LCD screen or an e-ink screen. The input devices can be a touch layer covering the display screen, buttons, a trackball, or a touchpad on the computer device's casing, or an external keyboard, touchpad, or mouse.

[0130] This embodiment also provides a storage medium storing a computer program, which, when executed by a processor, implements the water conservancy engineering construction method proposed in the above embodiments. The storage medium can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as Static Random Access Memory (SRAM), Electrically Erasable Programmable Read-Only Memory (EEPROM), Erasable Programmable Read Only Memory (EPROM), Programmable Red-Only Memory (PROM), Read-Only Memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk.

[0131] In summary, this invention, by constructing a three-dimensional groundwater flow field model, can accurately analyze the groundwater flow characteristics under complex geological conditions. Based on flow field characteristic parameters and a multi-level dewatering well group design scheme for key control areas, it achieves precise well placement and improves the rationality of the well group layout. Adopting a graded and zoned dewatering control strategy, it sets drying control and interception control requirements according to the functional needs of different areas, improving the targeting and effectiveness of dewatering control. This invention achieves refined control of foundation pit dewatering, significantly improving dewatering efficiency and reducing engineering costs while ensuring construction safety, demonstrating significant engineering application value.

[0132] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. A construction method for a water conservancy project, characterized in that: include: A three-dimensional groundwater flow field model was established based on hydrogeological survey data to obtain characteristic parameters of the groundwater flow field and to determine key areas for precipitation control. Based on the groundwater flow field characteristic parameters and the key precipitation control area, a multi-level precipitation well group layout scheme is designed and determined; Based on the aforementioned multi-level precipitation well group layout scheme, a phased activation strategy is adopted to implement precipitation operations and establish a graded precipitation layout. The foundation pit excavation operation was carried out based on the graded dewatering layout. During the excavation process, the dewatering effect was monitored and the pumping parameters were adjusted. After the foundation pit excavation was completed, the dewatering well group was kept in operation until the underground structure construction was completed. After the underground structure construction is completed, a phased pump shutdown operation will be implemented; The three-dimensional groundwater flow field model established based on hydrogeological survey data includes: Acquire and preprocess hydrogeological survey data to establish a stratigraphic structure database; The permeability test data were processed using spatial interpolation methods to determine the permeability coefficient distribution; Based on the geological structure database, the permeability coefficient distribution, and boundary conditions, a three-dimensional groundwater flow field model is constructed. The characteristic parameters of the groundwater flow field are obtained by calculating the three-dimensional groundwater flow field model, and the three-dimensional groundwater flow field model is verified. Based on the aforementioned three-dimensional groundwater flow field model, key precipitation control areas were determined through hydraulic gradient analysis and multi-condition flow field simulation, including: Statistical analysis of hydraulic gradient distribution is performed to identify high gradient regions where the hydraulic gradient exceeds the critical value; Multiple pumping conditions were set up to simulate the flow field and identify groundwater flow collection areas and water level sensitive areas. The spatial range of key precipitation control areas is delineated by comprehensively evaluating high gradient areas, groundwater flow collection areas, water level sensitive areas, and permeability coefficient distribution. The design and determination of the multi-stage precipitation well group layout scheme includes: The influence range of precipitation around the foundation pit is determined based on the characteristic parameters of the groundwater flow field, and the first-level precipitation zone and the second-level precipitation zone are divided. Based on the distribution of the first-level precipitation area, the second-level precipitation area, and the permeability coefficient, the distribution of the well spacing for the first-level precipitation area and the distribution of the well spacing for the second-level precipitation area are determined respectively. Based on the engineering parameters of the foundation pit and the characteristic parameters of the groundwater flow field, the pumping volume of each level of precipitation area is calculated and the pumping capacity of a single well is determined. The well cluster layout density adjustment coefficient is determined based on the spatial distribution of key precipitation control areas; Based on the pumping volume of each level of precipitation area, the pumping capacity of a single well, the distribution of the spacing between first-level precipitation wells, the distribution of the spacing between second-level precipitation wells, and the well group layout density adjustment coefficient, the number and location of each level of precipitation wells are determined, and a multi-level precipitation well group layout scheme is generated.

2. The water conservancy project construction method as described in claim 1, characterized in that: The establishment of a tiered precipitation layout includes: Based on the multi-level dewatering well group layout scheme, the second-level dewatering well group was activated to begin pre-dewatering operations in the area surrounding the foundation pit; Monitor the rate of water level drop in the area surrounding the foundation pit and record the operating time of the second-stage dewatering well group; Based on the water level drop and the operating time, assess whether the tiered start-up criteria are met; When the tiered activation criteria are met, the first-level dewatering well group is activated to dewater the foundation pit. Control the coordinated operation of the first-level precipitation well group and the second-level precipitation well group to establish a graded precipitation layout.

3. The water conservancy project construction method as described in claim 1, characterized in that: The foundation pit excavation operation based on the graded precipitation layout includes: After verifying the precipitation effect of the graded precipitation layout and confirming that the excavation conditions are met, the layered excavation of the foundation pit will begin. During the excavation process, the parameters of the dewatering effect are monitored, including changes in groundwater level, pumping volume of a single well, and water inflow into the foundation pit. When any precipitation effect parameter exceeds the preset safety threshold, the abnormal area is identified and the pumping parameters of the precipitation wells in the abnormal area are adjusted.

4. The water conservancy project construction method as described in claim 1, characterized in that: The phased pump shutdown operation includes: After the underground structure construction is completed, the operation of the first-stage dewatering well group will be stopped; Monitor the rise in groundwater level around the foundation pit; When the groundwater level rises back to the preset level, the operation of the second-stage dewatering well group will be stopped, and the phased pump shutdown operation will be completed.

5. The water conservancy project construction method as described in claim 1, characterized in that: The determination of the spacing distribution between the first-level precipitation wells and the second-level precipitation wells includes: The permeability coefficient distribution data within the first-level precipitation area and the second-level precipitation area were extracted respectively; Based on the permeability coefficient, each precipitation area is divided into high-permeability, medium-permeability, and low-permeability zones. Based on the hydrogeological parameters of different permeability sections, the radius of influence of the precipitation funnel in each section is calculated. For the first-level precipitation area, the spacing between precipitation wells in each section is determined based on the influence radius of the precipitation funnel and the requirements for drying control of the foundation pit, thus forming a distribution scheme for the spacing between first-level precipitation wells; For the second-level precipitation area, the spacing between precipitation wells in each section is determined based on the influence radius of the precipitation funnel and the interception control requirements, thus forming a distribution scheme for the spacing between second-level precipitation wells.

6. A water conservancy engineering construction system, based on the water conservancy engineering construction method according to any one of claims 1 to 5, characterized in that: include: The 3D groundwater flow field modeling module is used to establish a 3D groundwater flow field model based on hydrogeological survey data, obtain groundwater flow field characteristic parameters, and determine key precipitation control areas. The multi-level precipitation well group design module is used to design and determine the layout scheme of the multi-level precipitation well group based on the groundwater flow field characteristic parameters and the key precipitation control area. The phased precipitation control module is used to implement precipitation operations based on the multi-level precipitation well group layout scheme, and to establish a graded precipitation layout by adopting a phased start-up strategy. The excavation operation coordination module is used to carry out foundation pit excavation operations based on the graded dewatering layout. During the excavation process, the dewatering effect is monitored and the pumping parameters are adjusted. After the foundation pit excavation is completed, the dewatering well group is maintained until the underground structure construction is completed. The pump shutdown control module is used to implement phased pump shutdown operations after the underground structure construction is completed.

7. A computer device comprising a memory and a processor, wherein the memory stores a computer program, characterized in that: When the processor executes the computer program, it implements the steps of the water conservancy project construction method according to any one of claims 1 to 5.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by the processor, it implements the steps of the water conservancy project construction method according to any one of claims 1 to 5.

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