A method for preventing a sudden gushing of fissure water in underground structure construction

Abstract

The application provides a method for preventing fissure water from gushing in underground structure construction, comprising the following construction steps: S1, before the underground structure construction, using the geological radar technology to survey and identify potential fissures, so as to determine the accurate position, size of the fissure area and the physical properties of the soil; S2, according to the depth and density of the fissure area surveyed in the early stage, selecting the matching soil squeezing pile mechanical equipment to construct the soil squeezing pile in the fissure area; S3, in the fissure area, using the soil squeezing pile construction machinery to inject the soil layer by layer, and controlling the progress and construction speed of the soil squeezing pile. The application uses the extrusion pile as the means for preventing the fissure water from gushing, adjusts the construction parameters of the soil squeezing pile according to the survey data in the early stage through the adaptive extrusion mechanical equipment, realizes the accurate extrusion and compaction of the soil, forms the dense support layer, overcomes the shortcomings of the traditional method in adapting to the complex geological conditions, improves the bearing capacity of the soil, ensures the stability of the overall underground structure, and effectively prevents the potential fissure.

Description

Technical Field

[0001] This invention relates to the field of underground structure engineering construction technology, and in particular to a method for preventing sudden inrush of fissure water during underground structure construction. Background Technology

[0002] In underground structure construction, fissure water inrush is a common and challenging problem. Fissure water inrush can lead to instability in the underground structure, posing a serious threat to the safety and quality of the construction site. Fissure water inrush can be influenced by various factors, including geological conditions, hydrogeological characteristics, and groundwater level.

[0003] In traditional construction, the prevention and control of fissure water inrush is mainly achieved through grouting and injection. However, traditional methods such as grouting and injection are difficult to effectively block fissure water inrush under complex geological conditions because these methods are difficult to accurately adapt to different geological environments and fissure characteristics, thus limiting their application effect in complex situations.

[0004] Secondly, excessive grouting in traditional construction can lead to deformation of the soil around the underground structure. Excessive grouting not only causes soil deformation but also has an adverse effect on the quality of underground structural materials, resulting in the overall instability of the underground structure and posing potential safety hazards to subsequent construction and structural use.

[0005] Therefore, a method for preventing sudden water inrush in underground structure construction is proposed. Summary of the Invention

[0006] In view of this, the present invention provides a method for preventing sudden inrush of water in underground structure construction, so as to solve or alleviate the technical problems existing in the prior art, and at least provide a beneficial option.

[0007] The technical solution of this invention is implemented as follows: a method for preventing sudden inrush of fissure water during underground structure construction, comprising the following prevention construction steps:

[0008] S1. Before the construction of underground structures, use ground-penetrating radar technology to survey and identify potential fissures in order to determine the exact location, size, and physical properties of the soil in the fissure area.

[0009] S2. Based on the depth and density of the fractured area as determined in the preliminary survey, select the appropriate soil displacement pile machinery and equipment to construct soil displacement piles in the fractured area.

[0010] S3. In the fissure area, use soil displacement pile construction machinery to inject soil layer by layer, and control the progress and construction speed of the soil displacement piles.

[0011] S4. Deploy a real-time monitoring system at the construction site to monitor the effect of the displacement piles and the construction parameters of soil compaction in real time, so that the soil forms a dense support layer in the crack area.

[0012] S5. Control the curing time of the materials used in the displacement piles, and then adjust the construction interval and curing time of the displacement piles according to the construction progress and real-time monitoring results, so that the soil forms a solid support in the crack area.

[0013] S6. Establish on-site quality control points to monitor the injection depth of the displacement piles, the compression of the soil, and the compaction through on-site observation, measurement, and recording, emphasizing strict control of construction quality.

[0014] In a further preferred embodiment, in step S1, ground-penetrating radar equipment is deployed within the construction area, with the equipment's position and angle covering the entire survey area. Ground-penetrating radar technology is used for non-destructive surveys of underground structures. By recording and analyzing electromagnetic wave reflection data, the underground structure is monitored in real time, identifying the accurate location, size, and physical properties of potential fissures and soil. Based on the ground-penetrating radar survey data results from step S1, the depth and density of the fissure area are analyzed to determine the depth and squeezing pressure requirements for displacement pile construction. Displacement pile machinery suitable for the depth and density of the fissure area is selected. The construction area is leveled and obstacles hindering displacement pile construction are cleared within the fissure area to ensure a safe and smooth construction environment. The displacement pile machinery is then moved to the construction position, and displacement pile construction begins layer by layer according to the established construction requirements.

[0015] In a further preferred embodiment, in step S3, the operator sets the soil displacement depth and injection speed through the soil displacement pile machinery control system. The soil displacement depth of each layer is between 0.5 meters and 1.5 meters, and the construction speed is between 0.5 meters and 2 meters per hour. Based on the survey data in step S1, the operator plans the number of soil displacement layers and the injection volume of each layer. At the same time, the operator closely monitors the real-time monitoring system of the soil displacement pile machinery to monitor the soil displacement depth and soil compaction. Based on the real-time monitoring results, the operator adjusts the injection depth and speed of the soil displacement pile in a timely manner to ensure that each layer of soil reaches the required compaction.

[0016] More preferably, in step S4, a real-time monitoring system is configured at the construction site to determine the specific location of the monitoring equipment in order to cover the entire displacement pile construction area;

[0017] Based on geological conditions, monitoring points are set at intervals of 10 to 20 meters. Underground pressure gauges are configured to monitor the soil compaction in real time. The target compaction range for the monitoring area is set between 85% and 95%. The soil displacement depth and speed of the displacement piles are adjusted according to the monitoring results. Displacement sensors are used to monitor the squeezing effect of the displacement piles. The target value for the squeezing deformation of the displacement piles is set between 5 mm and 15 mm. The construction speed and progress of the displacement piles are adjusted according to the monitoring results. Vibration monitors are configured to monitor the vibration during the construction process of the displacement piles in real time. The allowable vibration range is set between 5 mm / s and 15 mm / s. The construction parameters of the displacement piles are adjusted according to the monitoring results. A monitoring system is configured to realize real-time data transmission and remote monitoring.

[0018] A real-time monitoring system is deployed at the construction site, which includes underground pressure gauges, displacement sensors and vibration monitors. The three types of monitoring equipment are integrated through a data acquisition device to form a complete real-time monitoring system.

[0019] The underground pressure gauge is used to monitor the compaction of the soil in real time. The configuration of the underground pressure gauge must include a pressure sensor group, which is evenly distributed in the construction area of ​​the displacement pile to cover the entire construction area.

[0020] Displacement sensors are used to monitor the squeezing effect of displacement piles, that is, the deformation of the soil during the squeezing process. The sensor needs to accurately measure the soil displacement caused by the displacement piles and capture the soil deformation information comprehensively and accurately.

[0021] Vibration monitors are used to monitor the vibration generated during the construction of displacement piles, and they are placed near the construction area.

[0022] More preferably, in step S5, the material used for the displacement piles is concrete, with a water-cement ratio between 0.4 and 0.6, a strength grade between C30 and C50, and a curing time between 6 and 24 hours. During the construction of the displacement piles, the construction interval and curing time of the displacement piles are adjusted by using real-time monitoring data of the concrete curing strength provided by the real-time monitoring system. When the monitoring data shows that the curing of the previous pile has reached the strength threshold, it indicates that the pile has formed sufficient supporting force, and then the construction of the next pile is carried out. The construction interval of the displacement piles is controlled according to the construction progress and monitoring results, maintaining a curing time interval of 4 to 12 hours between each pile, so that the mutual support between the displacement piles forms a solid soil support layer.

[0023] Further optimized setting of soil displacement pile curing time:

[0024] The curing time is set between 6 and 24 hours, and is adjusted according to the concrete mix ratio and ambient temperature and humidity.

[0025] Curing time t c Calculation of t: c =t m +k×t d

[0026] Among them, t m It is the minimum curing time, t d It represents the delay time, and k is a coefficient;

[0027] When the current pile's curing strength reaches the design threshold, construction of the next pile begins;

[0028] Adjustment of construction interval: t i =t t -t c

[0029] Among them, t t It is the target solidification time, t c It is the actual curing time of the previous pile.

[0030] In a further preferred embodiment, in step S6, quality control points are clearly established at the construction site of the displacement piles to ensure that the control points cover the entire construction area and are sufficient in number. During on-site observation, the injection depth of the displacement piles is accurately measured using a laser rangefinder. At the same time, the soil compression is observed and measured on-site to ensure that the soil support layer formed by the displacement piles reaches the required compactness.

[0031] The embodiments of the present invention have the following advantages due to the adoption of the above technical solutions:

[0032] I. This invention uses extrusion piles as a means to block the sudden inrush of interstitial water. By using appropriate extrusion machinery and equipment, and adjusting the construction parameters of the extrusion piles according to the preliminary survey data, the soil is precisely extruded and compacted to form a dense support layer. This overcomes the shortcomings of traditional methods in adapting to complex geological conditions, improves the bearing capacity of the soil, ensures the stability of the overall underground structure, and effectively blocks potential fissures.

[0033] Second, this invention uses real-time monitoring system to provide instant concrete curing strength data, dynamically adjusting the construction interval and curing time of the displacement piles. This real-time monitoring and adjustment mechanism allows the construction of each pile to be flexibly adjusted according to the actual curing condition of the previous pile, ensuring that each pile forms sufficient support force, so that the soil forms a solid support layer in the crack area. Compared with the problem of soil deformation caused by excessive grouting in traditional methods, the real-time adjustment mechanism of this invention better ensures the accuracy and adaptability of construction, and effectively forms a solid soil support layer.

[0034] Third, this invention enables multi-faceted monitoring of the soil displacement pile construction process through real-time monitoring, including soil displacement depth, speed, soil compaction, soil displacement pile squeezing effect, and vibration, ensuring the efficiency and accuracy of soil displacement pile construction. It also prevents unnecessary vibration from affecting the surrounding environment and ensures the uniformity and compaction of the support layer, thereby guaranteeing the quality and safety of construction.

[0035] The above overview is for illustrative purposes only and is not intended to be limiting in any way. In addition to the illustrative aspects, embodiments, and features described above, further aspects, embodiments, and features of the invention will become readily apparent from the accompanying drawings and the following detailed description. Attached Figure Description

[0036] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0037] Figure 1 This is a step diagram of a method for preventing sudden water inrush during underground structure construction according to the present invention. Detailed Implementation

[0038] In the following description, only certain exemplary embodiments are briefly described. As those skilled in the art will recognize, the described embodiments can be modified in various ways without departing from the spirit or scope of the invention. Therefore, the drawings and description are considered to be exemplary in nature and not restrictive.

[0039] The embodiments of the present invention will now be described in detail with reference to the accompanying drawings.

[0040] like Figure 1 As shown in the figure, this invention provides a method for preventing sudden water inrush during underground structure construction, comprising the following prevention construction steps:

[0041] S1. Before the construction of underground structures, use ground-penetrating radar technology to survey and identify potential fissures in order to determine the exact location, size, and physical properties of the soil in the fissure area.

[0042] Ground-penetrating radar (GPR) equipment is deployed within the construction area, with the equipment's position and angle covering the entire survey area. GPR technology is used to conduct non-destructive surveys of underground structures. By recording and analyzing electromagnetic wave reflection data, the underground structure is monitored in real time, and the accurate location, size, and physical properties of potential fissures and soil are identified.

[0043] The construction process for conducting ground-penetrating radar surveys can be broken down into the following steps:

[0044] a. Equipment deployment and calibration: Within the construction area, according to the specific requirements of the project and the depth range of the survey, the ground-penetrating radar equipment should be deployed reasonably. The position and angle of the equipment should ensure that it can cover the entire survey area and obtain comprehensive underground structure information. After the equipment is installed, calibration should be performed to ensure accurate survey results.

[0045] b. Equipment startup and data acquisition: Start the ground-penetrating radar equipment and acquire data in real time. The equipment emits electromagnetic waves and records their reflection data. These data contain information about the underground structure. The acquired data should include the propagation time and reflection intensity parameters of the electromagnetic waves.

[0046] c. Real-time monitoring and data analysis: Ground-penetrating radar equipment monitors underground structures in real time, analyzes the recorded reflection data, interprets and processes the collected electromagnetic wave data to obtain accurate information about underground structures, and identifies the location and size of potential fissures as well as the physical properties of the soil through analysis;

[0047] d. Generating a schematic diagram of the underground structure: Based on the analysis results, a schematic diagram of the underground structure is generated. This diagram can clearly show the location and size of potential cracks, and also indicate the physical properties of the soil, which will facilitate subsequent construction planning and implementation.

[0048] e. Monitoring Report Generation: Based on the data analysis results, a detailed monitoring report is generated, which includes the accurate location and size of potential cracks, as well as a detailed description of the physical properties of the soil, providing important basis and guidance for subsequent construction;

[0049] Through the above construction process, ground-penetrating radar technology can conduct comprehensive and accurate surveys of underground structures in a non-destructive manner, providing reliable geological information for subsequent fissure water inrush prevention projects and helping the engineering team to fully understand the underground structure before construction.

[0050] S2. Based on the depth and density of the fractured area as determined in the preliminary survey, select the appropriate soil displacement pile machinery and equipment to construct soil displacement piles in the fractured area.

[0051] Based on the S1 ground-penetrating radar survey data, the depth and density of the fractured area were analyzed to clarify the depth and compressive force requirements for soil displacement pile construction. Soil displacement pile machinery suitable for the depth and density of the fractured area was selected. Obstacles hindering soil displacement pile construction were cleared from the construction area within the fractured region to ensure a safe and smooth construction environment. The soil displacement pile machinery was then moved to the construction location, and soil displacement pile construction began layer by layer according to the established construction requirements. Based on the depth and density analysis results, soil displacement pile machinery suitable for the fractured area was selected to ensure that the selected equipment could meet the requirements for soil displacement depth and compressive force on the soil. Within the fractured area, the construction area was... Leveling and clearing are carried out to remove obstacles that may affect the construction of displacement piles, ensuring a safe and smooth construction environment. The selected displacement pile machinery is moved to the construction location, ensuring that the position and angle of the equipment are adjusted to the optimal state to begin displacement pile construction. According to the established construction requirements, displacement pile construction begins layer by layer. The equipment injects soil according to the predetermined depth and squeezing pressure to form a dense support layer. The real-time monitoring system records the effect of displacement piles, soil compaction, and construction parameters. Based on the real-time monitoring results, the construction progress, squeezing pressure, and displacement pile intervals are adjusted as needed to ensure that the construction process fully adapts to the changes in the underground structure of the fractured area.

[0052] S3. In the fissure area, use soil displacement pile construction machinery to inject soil layer by layer, and control the progress and construction speed of the soil displacement piles.

[0053] Operators set the soil displacement depth and injection speed through the soil displacement pile machinery control system. The displacement depth for each layer is between 0.5 and 1.5 meters, and the construction speed is between 0.5 and 2 meters per hour. Based on the survey data of S1, the number of soil displacement layers and the injection volume for each layer are planned. Simultaneously, operators closely monitor the real-time monitoring system of the soil displacement pile machinery to monitor the displacement depth and soil compaction. Based on the real-time monitoring results, the injection depth and speed of the soil displacement piles are adjusted in a timely manner to ensure that each layer of soil reaches the required compaction. The soil displacement pile machinery is then activated to carry out the soil displacement construction. The machinery injects soil layer by layer according to the preset depth and speed to form a support layer. Throughout the entire construction process… The real-time monitoring system records the depth of soil displacement and the compaction of the soil. Operators closely monitor the real-time monitoring system of the soil displacement pile machinery to monitor the depth of soil displacement and the compaction of the soil. Based on the real-time monitoring results, the injection depth and speed of the soil displacement piles are adjusted in a timely manner to ensure that each layer of soil reaches the required compaction. Such real-time adjustments ensure the efficiency and accuracy of the construction process. Through the above construction steps, the soil displacement piles inject soil into each layer to form a dense support layer, effectively blocking potential cracks. The real-time monitoring and adjustment of the injection depth and speed of the soil displacement piles ensures that the compaction of the soil meets the design requirements, increases the bearing capacity of the soil, and improves the stability of the overall underground structure.

[0054] S4. Deploy a real-time monitoring system at the construction site to monitor the effect of the displacement piles and the construction parameters of soil compaction in real time, so that the soil forms a dense support layer in the crack area.

[0055] A real-time monitoring system is installed at the construction site to determine the specific location of the monitoring equipment, so as to cover the entire displacement pile construction area;

[0056] A real-time monitoring system is deployed at the construction site, which includes underground pressure gauges, displacement sensors and vibration monitors. The three types of monitoring equipment are integrated through a data acquisition device to form a complete real-time monitoring system.

[0057] The underground pressure gauge is used to monitor the compaction of the soil in real time. The configuration of the underground pressure gauge should include a pressure sensor group, which is evenly distributed in the construction area of ​​the displacement pile to cover the entire construction range. The displacement depth and speed of the displacement pile are adjusted based on the monitoring results to ensure that the support layer formed by the soil during construction is within the design compaction range, thereby improving the support effect.

[0058] Displacement sensors are used to monitor the squeezing effect of displacement piles, that is, the deformation of the soil during the squeezing process. The sensor needs to accurately measure the soil displacement caused by the displacement piles, and comprehensively and accurately capture the deformation information of the soil. Based on the monitoring results of the displacement sensor, the construction speed and progress of the displacement piles are adjusted in a timely manner to ensure that the squeezing effect of the displacement piles meets the requirements and improves the uniformity and density of the support layer.

[0059] Vibration monitors are used to monitor the vibration generated during the construction of displacement piles. They are placed near the construction area and the allowable vibration range is set between 5 mm / s and 15 mm / s. The construction parameters of the displacement piles are adjusted based on the monitoring results to prevent unnecessary vibration from affecting the surrounding environment during construction.

[0060] Based on geological conditions, monitoring points are set at intervals of 10 to 20 meters. Underground pressure gauges are configured to monitor soil compaction in real time. The target compaction range for the monitoring area is set between 85% and 95% to achieve the designed soil compaction. The soil displacement depth and speed of the displacement piles are adjusted based on the monitoring results. Displacement sensors are used to monitor the squeezing effect of the displacement piles, and the target value for the squeezing deformation of the displacement piles is set between 5 mm and 15 mm. The construction speed and progress of the displacement piles are adjusted based on the monitoring results. Vibration monitors are configured to monitor the vibration during the construction process of the displacement piles in real time, and the allowable vibration range is set between 5 mm / s and 15 mm / s. The construction parameters of the displacement piles are adjusted based on the monitoring results. A monitoring system is configured to achieve real-time data transmission and remote monitoring.

[0061] S5. Control the curing time of the materials used in the displacement piles, and then adjust the construction interval and curing time of the displacement piles according to the construction progress and real-time monitoring results, so that the soil forms a solid support in the crack area.

[0062] The material used for displacement piles is concrete, with a water-cement ratio between 0.4 and 0.6 and a strength grade between C30 and C50. The curing time of the displacement pile material is between 6 hours and 24 hours. During the construction of displacement piles, the construction interval and curing time of displacement piles are adjusted by using real-time monitoring data of concrete curing strength provided by the real-time monitoring system. When the monitoring data shows that the curing of the previous pile has reached the strength threshold, it indicates that the pile has formed sufficient support force, and the construction of the next pile is carried out. The construction interval of displacement piles is controlled according to the construction progress and monitoring results, maintaining a curing time interval of 4 to 12 hours between each pile, so that the mutual support between the displacement piles forms a solid soil support layer.

[0063] Specifically: At the construction site of the displacement piles, prepare the raw materials for concrete, mix the concrete according to the mix proportion requirements to ensure the uniformity and consistency of the concrete, and smoothly pour the concrete to the construction position of the displacement piles through the conveying equipment. Ensure that the water-cement ratio of the concrete used for the displacement piles is between 0.4 and 0.6. Monitor the water-cement ratio of the concrete through a real-time monitoring system and adjust the mixing ratio in a timely manner to keep it within the appropriate range. Configure sensors to measure the concrete strength at the construction site to ensure the real-time transmission of concrete curing strength data and take into account changes in the concrete during the curing process to obtain accurate real-time data. Based on the monitoring data, dynamically adjust the construction interval and curing time of the displacement piles. When the monitoring data shows that the concrete curing of the previous pile has reached the strength threshold, it indicates that the pile has formed sufficient support force, and the construction of the next pile can proceed. According to the construction progress and monitoring results, control the construction interval of the displacement piles, maintain a curing time interval of 4 to 12 hours between each pile, and ensure that the mutual support between the displacement piles forms a solid soil support layer.

[0064] Curing time setting for displacement piles:

[0065] The curing time is set between 6 and 24 hours, and is adjusted according to the concrete mix ratio and ambient temperature and humidity.

[0066] Curing time t c Calculation of t: c =t m +k×t d

[0067] Among them, t m It is the minimum curing time, t d It represents the delay time, and k is a coefficient;

[0068] When the current pile's curing strength reaches the design threshold, construction of the next pile begins;

[0069] Adjustment of construction interval: t i =t t -t c

[0070] Among them, t t It is the target solidification time, t c It is the actual curing time of the previous pile;

[0071] Assumptions: The water-cement ratio of the concrete is 0.5, the strength grade is C40, and the initial minimum curing time t... m Set to 6 hours, delay time t d The target curing time is t, which is 2 hours and has a coefficient k of 1.5. t Set to 18 hours, the actual curing time t of the previous pile c It lasts for 12 hours;

[0072] Calculation of the curing time of displacement piles: t c = 6 hours + 1.5 × 2 hours = 9 hours

[0073] Adjustment of construction interval: t1 = 18 hours - 12 hours = 6 hours;

[0074] Therefore, based on this example, the current pile's curing time is 9 hours, and the construction interval is 6 hours. This means that the concrete of the current pile reaches its design strength after 9 hours, allowing the construction of the next pile to proceed, while maintaining a 6-hour construction interval.

[0075] S6. Establish on-site quality control points to monitor the injection depth of the displacement piles, the compression of the soil, and the compaction through on-site observation, measurement, and recording, emphasizing strict control of construction quality;

[0076] Quality control points are clearly established at the construction site of the displacement piles to ensure that the control points cover the entire construction area and are sufficient in number to comprehensively monitor the construction quality of the displacement piles. The layout of the control points takes into account the distribution of the displacement piles and the characteristics of the soil, ensuring coverage of all key areas. During on-site observation, a laser rangefinder is used to accurately measure the injection depth of the displacement piles at each quality control point. The laser rangefinder can measure distances with high precision to ensure that the injection depth of the displacement piles meets the requirements. At the same time, the soil compression is observed and measured on-site to ensure that the soil support layer formed by the displacement piles reaches the required compaction. Compaction tests should be conducted at multiple locations near the quality control points to ensure consistency throughout the construction area.

[0077] The overall construction process of this invention is as follows: In the construction of underground structures, in order to effectively block potential fissures, a comprehensive fissure water inrush prevention method is adopted. First, in the pre-construction stage S1, non-destructive surveys are conducted using ground-penetrating radar technology to accurately identify the location, size, and physical properties of potential fissures and soil. This process includes equipment deployment and calibration, startup and data acquisition, real-time monitoring and data analysis, generation of underground structure schematic diagrams, and generation of monitoring reports, ensuring a full understanding of the underground structure before construction and providing reliable geological information.

[0078] After obtaining information about the fissures through surveying, the soil displacement pile construction phases S2 and S3 commenced. Based on the preliminary survey results, soil displacement pile machinery and equipment suitable for the depth and density of the fissure area were selected. The fissure area was then cleaned and leveled. Through the recording and analysis of the real-time monitoring system, the construction progress, squeezing pressure, and spacing of the soil displacement piles were adjusted to ensure that a solid support layer was formed in the fissure area. The entire soil displacement pile construction process considered the data from the real-time monitoring system at every step to dynamically adjust the construction parameters, adapt to changes in the underground structure of the fissure area, and ensure the efficiency and accuracy of the construction.

[0079] To more comprehensively monitor the effects of the displacement piles and the compaction of the soil, a real-time monitoring system S4 was deployed at the construction site. This system includes an underground pressure gauge, displacement sensors, and vibration monitors. Through data integration and real-time transmission, it comprehensively monitors the construction parameters of the displacement piles. With appropriate monitoring point spacing and equipment configuration, it achieves real-time monitoring of soil compaction, the squeezing effect of the displacement piles, and vibration. This data not only helps to adjust construction parameters but also provides important basis and guidance for subsequent construction.

[0080] After the construction of the displacement piles was completed, the curing time of the materials used in the displacement piles was controlled in the S5 stage. Concrete was selected as the material for the displacement piles, with a specific mix ratio between 0.4 and 0.6 and a strength grade between C30 and C50. The construction interval and curing time of the displacement piles were adjusted by using concrete curing strength data provided by the real-time monitoring system to ensure that the soil formed a solid support in the crack area. The curing time was set between 6 hours and 24 hours and dynamically adjusted according to the actual monitoring data to adapt to the construction progress and the actual curing condition of the soil.

[0081] Finally, in the S6 stage, on-site quality control points are established. Through on-site observation, measurement, and recording, the injection depth of the displacement piles, soil compression, and compaction are monitored. Strict control of construction quality is emphasized. The use of measuring tools ensures accurate measurement of the injection depth of the displacement piles. At the same time, on-site observation and measurement of soil compression ensure that the soil support layer formed by the displacement piles reaches the compaction required by the design. The execution of these operations ensures the accuracy and consistency of the displacement pile construction, improves the stability and reliability of the overall underground structure, and implements the method of preventing water inrush from breaking through the fissures in the underground structure through the above series of construction steps.

[0082] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any person skilled in the art can easily conceive of various variations or substitutions within the technical scope disclosed in the present invention, and these should all be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A method of preventing a sudden inrush of fissure water in the construction of an underground structure, characterized by: The following barrier construction steps are included: S1. Before the construction of underground structures, use ground-penetrating radar technology to survey and identify potential fissures in order to determine the exact location, size, and physical properties of the soil in the fissure area. S2. Based on the depth and density of the fractured area as determined in the preliminary survey, select the appropriate soil displacement pile machinery and equipment, and proceed with soil displacement pile construction in the fractured area. S3. In the cracked area, use soil displacement pile construction machinery to inject soil layer by layer, and control the construction speed of the soil displacement piles. S4. Deploy a real-time monitoring system at the construction site to monitor the construction parameters of soil density in real time, so that the soil forms a dense support layer in the crack area. S5. Control the curing time of the materials used in the displacement piles, and then adjust the construction interval and curing time of the displacement piles according to the construction progress and real-time monitoring results, so that the soil forms a solid support in the crack area. S6. Establish on-site quality control points to monitor the injection depth of the displacement piles, the compression of the soil, and the compaction through on-site observation, measurement, and recording, emphasizing strict control of construction quality; In S2, based on the results of the ground-penetrating radar survey in S1, the depth and density of the fracture area are analyzed to clarify the depth and squeezing pressure requirements for the displacement pile construction. The displacement pile machinery and equipment suitable for the depth and density of the fracture area are selected. The construction area is leveled and obstacles affecting the displacement pile construction are cleared in the fracture area. The displacement pile machinery and equipment are moved to the construction position, and the displacement pile construction is started layer by layer according to the established construction requirements. A real-time monitoring system is deployed at the construction site, which includes underground pressure gauges, displacement sensors and vibration monitors. The three types of monitoring equipment are integrated through a data acquisition device to form a complete real-time monitoring system. The underground pressure gauge is used to monitor the compaction of the soil in real time. The configuration of the underground pressure gauge must include a pressure sensor group, which is evenly distributed in the construction area of ​​the displacement pile to cover the entire construction area. Displacement sensors are used to monitor the squeezing effect of displacement piles, that is, the deformation of the soil during the squeezing process. The displacement sensor needs to accurately measure the soil displacement caused by the displacement piles and capture the soil deformation information comprehensively and accurately. Vibration monitors are used to monitor the vibration generated during the construction of displacement piles, and they are placed near the construction area.

2. A method of preventing a water inrush from a fracture in the construction of an underground structure according to claim 1, characterized in that: In step S1, ground-penetrating radar equipment is deployed within the construction area, with the equipment's position and angle covering the entire survey area. Ground-penetrating radar technology is used to conduct non-destructive surveys of underground structures. By recording and analyzing electromagnetic wave reflection data, the underground structure is monitored in real time, and the accurate location, size, and physical properties of potential fissures and soil are identified.

3. A method of preventing a water inrush from a fissure in the construction of an underground structure according to claim 1, characterized in that: In step S3, the operator sets the soil displacement depth and injection speed through the soil displacement pile machinery control system. The soil displacement depth of each layer is between 0.5 meters and 1.5 meters, and the construction speed is between 0.5 meters and 2 meters per hour. Based on the survey data in step S1, the operator plans the number of soil displacement layers and the injection volume of each layer. At the same time, the operator closely monitors the real-time monitoring system of the soil displacement pile machinery to monitor the soil displacement depth and soil compaction. Based on the real-time monitoring results, the operator adjusts the injection depth and speed of the soil displacement pile in a timely manner to ensure that each layer of soil reaches the required compaction.

4. A method of preventing a water inrush from a fissure in the construction of an underground structure according to claim 1, characterized in that: In S4, a real-time monitoring system is configured at the construction site to determine the specific location of the monitoring equipment in order to cover the entire displacement pile construction area. Based on geological conditions, monitoring points are set at intervals of 10 to 20 meters. Underground pressure gauges are configured to monitor the soil compaction in real time. The target compaction range for the monitoring area is set between 85% and 95%. The soil displacement depth and speed of the displacement piles are adjusted according to the monitoring results. Displacement sensors are used to monitor the squeezing effect of the displacement piles. The target value of the squeezing deformation of the displacement piles is set between 5 mm and 15 mm. The construction speed and progress of the displacement piles are adjusted according to the monitoring results. A vibration monitor is configured to monitor the vibration during the construction of the displacement pile in real time. The allowable vibration range is set between 5 mm / s and 15 mm / s. The construction parameters of the displacement pile are adjusted according to the monitoring results. The monitoring system is configured to realize real-time data transmission and remote monitoring.

5. A method of preventing a water inrush from a fissure in the construction of an underground structure according to claim 1, characterized in that: In S5, the material used for the displacement piles is concrete, with a water-cement ratio between 0.4 and 0.6 and a strength grade between C30 and C50. The curing time of the displacement pile material is between 6 hours and 24 hours. During the construction of the displacement piles, the construction interval and curing time of the displacement piles are adjusted by using real-time concrete curing strength data provided by the real-time monitoring system. When the monitoring data shows that the curing strength of the previous pile has reached the design threshold, it indicates that the pile has formed sufficient support force, and the construction of the next pile is carried out. The construction interval of the displacement piles is controlled according to the construction progress and monitoring results, maintaining a curing time interval of 4 to 12 hours between each pile, so that the mutual support between the displacement piles forms a solid soil support layer.

6. A method of preventing a water inrush from a fracture in the construction of an underground structure according to claim 5, characterized in that: Curing time setting for displacement piles: The curing time is set between 6 and 24 hours, and is adjusted according to the concrete mix ratio and ambient temperature and humidity. Curing time The calculation of: ; wherein, is the minimum cure time, is the delay time, is the coefficient; When the current pile's curing strength reaches the design threshold, construction of the next pile begins; Adjustment of construction intervals: ; wherein, is the target cure time, is the actual cure time of the previous lot.

7. A method of preventing a water inrush from a fissure in the construction of an underground structure according to claim 1, characterized in that: In S6, quality control points are clearly established at the construction site of the displacement piles to ensure that the control points cover the entire construction area and are sufficient in number. During on-site observation, the injection depth of the displacement piles is accurately measured by a laser rangefinder. At the same time, the soil compression is observed and measured on-site to ensure that the soil support layer formed by the displacement piles reaches the required compaction.

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