High-water-content cohesive soil embankment foundation treatment construction method based on intelligent monitoring

Abstract

The invention discloses a high-water-content cohesive soil embankment foundation treatment construction method based on intelligent monitoring, which comprises the following steps: excavating an embankment foundation, cleaning and leveling the embankment foundation; an inverted trapezoidal clay seepage-stopping wall backfilling groove is excavated in the middle of the dike foundation along the axis of the dike; earth-rock mixture cushion layers are laid on the bases of the dike foundations at the two ends of the inverted-trapezoid-shaped clay seepage interception wall backfilling groove, and rolling and tamping are conducted; non-woven geotechnical cloth is laid at the two ends of the inverted-trapezoid clay seepage-stopping wall backfilling groove along the axis of the embankment correspondingly; filling and tamping the clay seepage-stopping wall in the inverted trapezoidal clay seepage-stopping wall backfilling groove in a layered manner; sensors used for monitoring the moisture content, the pressure and the displacement parameters of the soil body in real time are embedded in the construction process of the clay seepage interception wall and the earth-rock mixture cushion layer; the sensors are monitored in real time through the intelligent monitoring system, the water content, pressure and displacement data of the soil body are analyzed, the construction technology is adjusted in time according to the monitoring result, reinforcing measures are taken in time, and the stability and safety of the dike are ensured.

Description

Technical Field

[0001] The present invention belongs to the technical field of dike engineering, and more specifically, relates to a construction method for treating high-water-content cohesive soil dike foundations based on intelligent monitoring. Background Art

[0002] Cohesive soil is a commonly used filling material in water conservancy project construction. In water conservancy projects, the water content of soil materials will directly affect the filling quality and construction progress of earth dams, dikes, etc. High-water-content cohesive soil, with a water content greater than the optimal water content, has low bearing capacity, poor stability, is prone to deformation, and is likely to form "springy soil" or "rubbery soil" during compaction. Over-compaction will cause shear failure of the new soil structure, thereby reducing the shear strength of the soil and increasing the permeability coefficient; under the action of external loads, it is extremely easy to cause failures such as settlement, deformation, and instability of the impervious body. Therefore, when constructing with high-water-content cohesive soil, it is necessary to treat the soil material to reduce its water content.

[0003] Currently, the commonly used methods for reducing the water content of cohesive soil include well point dewatering method, sunning and drying dewatering method, etc. The well point dewatering method only arranges a well point dewatering system in the material yard, and the water content of the soil material decreases slowly with the increase of the pumping time; the sunning and drying dewatering method reduces the water content by rotary tillage and sunning of the soil material, but the sunning and drying period is relatively long, and there are also certain requirements for the site. Summary of the Invention

[0004] Aiming at the above defects or improvement requirements of the prior art, the present invention provides a construction method for treating high-water-content cohesive soil dike foundations based on intelligent monitoring. By setting a clay cut-off wall in the middle of the dike foundation, it can effectively solve the problem of poor anti-seepage performance of coarse aggregates such as soil-rock mixtures, significantly improve the anti-seepage performance of the dike, ensure the integrity and safety of the dike, and provide a strong guarantee for the stable operation of the dike project; non-woven geotextiles are set at both ends of the backfill trench of the inverted trapezoidal clay cut-off wall, which strengthens the bearing capacity of the soft dike foundation with high water content, and at the same time plays a role of isolation and filtration, enhances the tensile strength and anti-deformation ability of the dike soil body, increases the stability of the dike structure, and reduces the risk of dike body settlement; by setting a soil-rock mixture cushion layer, a clay cut-off wall, and laying non-woven geotextiles on the high-water-content cohesive soil dike foundation, the anti-seepage project construction during the dike filling process is improved, the adaptability of the clay cut-off wall to foundation deformation is enhanced, the dike filling construction progress is also improved, the dewatering period is shortened, and the project cost is reduced; in addition, sensors are buried in the soil-rock mixture cushion layer and the clay cut-off wall to real-time monitor parameters such as the water content, pressure, and displacement of the soil body. Through the intelligent monitoring system to analyze the data, potential problems can be found in time and measures can be taken to ensure the construction quality; compared with the traditional well point dewatering method and sunning and drying dewatering method, this method effectively reduces the water content of the soil material through comprehensive measures, reduces the dewatering period, and improves the construction progress. The present invention can effectively treat high-water-content cohesive soil dike foundations and improve the anti-seepage performance and stability of the dike.

[0005] To achieve the above object, the present invention provides a construction method for treating high water content cohesive soil dike foundation based on intelligent monitoring, including the following steps:

[0006] S1: Excavate the dike foundation, and clean and level the base of the dike foundation; drive permeable concrete piles into the dike foundation to form vertical reinforcement bodies;

[0007] S2: After the excavation of the dike foundation is completed and accepted, excavate an inverted trapezoidal clay cut-off wall backfill trench in the middle of the dike foundation along the dike axis;

[0008] S3: Lay a layer of soil-rock mixture cushion on the base of the dike foundation at both ends of the inverted trapezoidal clay cut-off wall backfill trench, bury sensors for real-time monitoring of soil water content, pressure, and displacement parameters in the layer of soil-rock mixture cushion, and roll and tamp;

[0009] S4: After the soil-rock mixture cushion is detected to be qualified, lay non-woven geotextiles along the dike axis at both ends of the inverted trapezoidal clay cut-off wall backfill trench respectively by a multi-layer and multi-directional laying method to form a three-dimensional isolation and filtration structure;

[0010] S5: Layer by layer fill and tamp the clay cut-off wall in the inverted trapezoidal clay cut-off wall backfill trench, and bury sensors for real-time monitoring of soil water content, pressure, and displacement parameters in the clay cut-off wall;

[0011] S6: Through the intelligent monitoring system, conduct real-time monitoring on the sensors buried in steps S3 and S5, analyze the soil water content, pressure, and displacement data, and timely adjust the construction process and take reinforcement measures according to the monitoring results to ensure the stability and safety of the dike and complete the construction of the high water content cohesive soil dike foundation.

[0012] Furthermore, the intelligent monitoring system includes a data acquisition module, a data transmission module, a data processing module, and an early warning module; among them,

[0013] Data acquisition module: including soil water content sensors, pressure sensors, and displacement sensors respectively buried in the soil-rock mixture cushion and the clay cut-off wall, a data collector connected to each sensor, and an intelligent terminal provided at the construction site for construction personnel to view the monitoring data in real time;

[0014] Data transmission module: Adopt wired and wireless transmission technologies to securely and timely transmit the collected data to the data processing and early warning decision-making center;

[0015] Data processing module: Process, analyze, and store the collected data, analyze the data through intelligent algorithms, and realize dynamic monitoring of parameters such as soil water content;

[0016] Early warning module: According to the data analysis results, when the monitoring parameters exceed the set thresholds, the system automatically issues an early warning signal to remind the construction personnel to take corresponding measures.

[0017] Furthermore, in step S1, the thickness of the foundation cleaning of the dike body section is not less than 50 cm.

[0018] Furthermore, in step S1, the thickness of each layer of compaction of the dike foundation surface shall not exceed 25 cm, and the degree of compaction ≥ 95%.

[0019] Furthermore, in step S2, the bottom width of the backfill trench of the inverted trapezoidal clay cut-off wall is not less than 4 m, and the depth is not less than 80 cm.

[0020] Furthermore, in step S2, the slope ratio of the side slope of the backfill trench of the inverted trapezoidal clay cut-off wall is not greater than 1:2.

[0021] Furthermore, in step S3, after the dike foundation is cleaned, a cushion layer of soil-rock mixture with a thickness of 40 cm is laid. The stone materials can be recycled stones, etc. The content of particles with a particle size greater than 5 mm in the filler does not exceed 50%, the maximum particle size does not exceed 100 mm, and the content of particles with a particle size less than 0.075 mm is not less than 15%;

[0022] In step S3, the relative density of the soil-rock mixture cushion layer after rolling and ramming is not less than 0.65, and there shall be no phenomenon of concentrated and empty coarse materials.

[0023] Furthermore, in step S4, the non-woven geotextile is symmetrically laid at both ends of the backfill trench of the inverted trapezoidal clay cut-off wall;

[0024] The top of the non-woven geotextile is laid on the upper surface of the soil-rock mixture cushion layer on the corresponding side, and the bottom is laid at the bottom of the backfill trench of the inverted trapezoidal clay cut-off wall on the corresponding side; the horizontal laying lengths of the top and bottom of the non-woven geotextile are not less than 1 m.

[0025] Furthermore, the backfill trench of the inverted trapezoidal clay cut-off wall is backfilled with cohesive soil or dredged soil from the river channel.

[0026] Furthermore, the backfill of the backfill trench of the inverted trapezoidal clay cut-off wall should be carried out in layers and tamped layer by layer. The single-layer thickness of the backfill soil layer shall not exceed 25 cm; in the case of uneven ground, it is necessary to backfill in layers from low to high, and the slope of the backfill dike cross-section on the ground shall not be steeper than 1:5.

[0027] Furthermore, when spreading the soil material in step S5, the moisture content of the backfill soil material should be kept within the range of the optimum moisture content ± 3% at all times.

[0028] Generally speaking, compared with the prior art through the above technical solutions conceived by the present invention, the following beneficial effects can be achieved:

[0029] 1. A construction method for treating a high water content cohesive soil dike foundation based on intelligent monitoring. By setting an inverted trapezoidal clay cut-off wall in the middle of the dike foundation, the passage for water to seep into the dike is effectively blocked, significantly improving the overall anti-seepage performance of the dike, preventing the instability of the dike body caused by seepage, solving the problem of poor anti-seepage performance of coarse aggregates such as soil-rock mixtures, preventing water from seeping into the dike, improving the overall anti-seepage performance of the dike, and ensuring the integrity and safety of the dike.

[0030] 2. A construction method for treating a high water content cohesive soil dike foundation based on intelligent monitoring. By excavating an inverted trapezoidal clay cut-off wall backfill trench in the middle of the dike foundation along the dike axis, and using multi-layer and multi-directional non-woven geotextiles at both ends of the cut-off wall to form a three-dimensional isolation and filtration structure, the anti-seepage ability of the dike is further enhanced, the bearing capacity of the soft dike foundation with high water content is strengthened, and at the same time, the functions of isolation and filtration are achieved. At the same time, it prevents the loss of soil particles, enhances the tensile strength and anti-deformation ability of the dike soil, increases the stability of the dike structure, and reduces the risk of dike body settlement.

[0031] 3. A construction method for treating a high water content cohesive soil dike foundation based on intelligent monitoring. By driving permeable concrete piles into the dike foundation to form vertical reinforcement bodies, the bearing capacity of the soft dike foundation is significantly improved, and the risk of dike body settlement is reduced; by laying a soil-rock mixture cushion layer, the mechanical properties of the dike foundation are optimized, and the bearing capacity of the dike is further enhanced; through the combination of technical solutions such as soil-rock mixture, clay cut-off wall and non-woven geotextile on the high water content cohesive soil dike foundation, the problems of high water content, low permeability coefficient and insufficient bearing capacity of the soft dike foundation are solved, the anti-seepage performance of the dike is improved, the risk of dike body settlement is reduced, and the integrity and stability of the dike are strengthened.

[0032] 4. A construction method for treating a high water content cohesive soil dike foundation based on intelligent monitoring. Sensors are buried in the soil-rock mixture cushion layer and the clay cut-off wall to monitor parameters such as the water content, pressure and displacement of the soil in real time. Through the analysis of data by the intelligent monitoring system, potential problems can be found in time and measures can be taken to ensure the construction quality; compared with the traditional well point dewatering method and sunning and dewatering method, this method effectively reduces the water content of the soil material through comprehensive measures, reduces the dewatering period, and improves the construction progress.

[0033] 5. A construction method for treating a high water content cohesive soil dike foundation based on intelligent monitoring. Using environmental protection materials such as recycled stone as the filler of the soil-rock mixture cushion layer reduces the dependence on natural materials and lowers the material cost. Brief Description of the Drawings

[0034] Figure 1Schematic flow chart of a construction method for treating high water content cohesive soil dike foundation based on intelligent monitoring according to an embodiment of the present invention;

[0035] Figure 2 Overall structural schematic diagram of the dike foundation of a construction method for treating high water content cohesive soil dike foundation based on intelligent monitoring according to an embodiment of the present invention;

[0036] Figure 3 Partial enlarged structural schematic diagram of the dike foundation of a construction method for treating high water content cohesive soil dike foundation based on intelligent monitoring according to an embodiment of the present invention.

[0037] In all the drawings, the same reference numerals represent the same technical features, specifically: 1 - base, 2 - soil-rock mixture cushion layer, 3 - non-woven geotextile, 4 - clay cut-off wall. Detailed implementation manners

[0038] In order to make the objectives, technical solutions and advantages of the present invention clearer and more understandable, the present invention will be further described in detail below with reference to the drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention. In addition, the technical features involved in the various embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0039] In the description of the present invention, it should be noted that unless otherwise clearly specified and limited, when an element is referred to as "fixed on", "set on" or "provided on" another element, it can be directly on the other element or indirectly on the other element. When an element is referred to as "connected to" another element, it can be directly connected to the other element or indirectly connected to the other element; the terms "installed", "connected", "connected" and "provided" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection or an integral connection; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the internal communication of two elements or the interaction relationship between two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific situations.

[0040] In the present invention, unless otherwise clearly specified and defined, the first feature being "above" or "below" the second feature may include the direct contact between the first and second features, or may include the contact between the first and second features through additional features therebetween rather than direct contact. Moreover, the first feature being "above", "over" and "on" the second feature includes the first feature being directly above and obliquely above the second feature, or merely indicating that the horizontal height of the first feature is higher than that of the second feature. The first feature being "under", "beneath" and "underneath" the second feature includes the first feature being directly below and obliquely below the second feature, or merely indicating that the horizontal height of the first feature is lower than that of the second feature.

[0041] In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "center", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation to the present invention.

[0042] As Figures 1 - 3 shown, the present invention provides a construction method for treating high water content cohesive soil dike foundation based on intelligent monitoring, including the following steps:

[0043] S1: Excavate the dike foundation, and clean and level the base of the dike foundation; Drive permeable concrete piles into the dike foundation to form vertical reinforcement bodies;

[0044] S2: After the excavation of the dike foundation is completed and accepted, excavate an inverted trapezoidal clay cut-off wall backfill trench in the middle of the dike foundation along the dike axis;

[0045] S3: Lay a layer of soil-rock mixture cushion 2 on the base of the dike foundation at both ends of the inverted trapezoidal clay cut-off wall backfill trench, embed sensors for real-time monitoring of the water content, pressure and displacement parameters of the soil in the layer of soil-rock mixture cushion 2, and roll and tamp it;

[0046] S4: After the soil-rock mixture cushion 2 is detected to be qualified, lay non-woven geotextiles 3 along the dike axis at both ends of the inverted trapezoidal clay cut-off wall backfill trench respectively in a multi-layer and multi-directional laying manner to form a three-dimensional isolation and filtration structure;

[0047] S5: Layer by layer fill and tamp the clay cut-off wall 4 in the inverted trapezoidal clay cut-off wall backfill trench, and embed sensors for real-time monitoring of the water content, pressure and displacement parameters of the soil in the clay cut-off wall 4;

[0048] S6: The sensors buried in steps S3 and S5 are monitored in real time through the intelligent monitoring system to analyze the moisture content, pressure and displacement data of the soil mass, and the construction process is adjusted in a timely manner according to the monitoring results and reinforcement measures are taken to ensure the stability and safety of the dike.

[0049] Further, in step S1, the dike foundation is excavated, and the dike foundation is cleaned and the base 1 is leveled; permeable concrete piles are driven into the dike foundation to form vertical reinforcement bodies; the following steps are included:

[0050] S11: Prepare construction machinery and tools, and prepare the mechanical equipment for earthwork excavation, earthwork transportation, earthwork leveling and spreading, and earthwork compaction required for dike filling construction; when preparing construction machinery and tools, in addition to simple preparation, the inspection and maintenance work of the equipment should be strengthened. Conduct a comprehensive inspection of equipment such as excavators, bulldozers, and rollers, including key components such as engines, hydraulic systems, electrical systems, and transmission systems, to ensure that the equipment is in good working condition and avoid project delays caused by equipment failures during construction;

[0051] S12: Excavation, according to the design requirements, use mechanical equipment such as excavators to excavate the dike foundation to ensure that the excavation depth and slope meet the requirements of the construction drawings; during the excavation process, adopt the method of layered excavation, and the thickness of each layer is generally not more than 2 meters to prevent soil collapse and landslide; layered excavation is conducive to better controlling the excavation depth and scope, ensuring the excavation quality, and also conducive to construction safety; according to the soil conditions and excavation depth, take corresponding slope support measures, such as setting anchor rods, shotcrete, geogrid, etc., to enhance the stability of the slope, prevent slope collapse and soil landslide, and ensure the safety of construction personnel and equipment; during the excavation process, do a good job in drainage measures in advance;

[0052] S13: Dike foundation cleaning, clean the excavated dike foundation, remove surface sundries, floating soil and loose soil layers to ensure that the base is flat and solid; specifically, after the excavation is completed, clean the dike foundation, remove sundries such as turf, tree roots, and humus to ensure that the base is clean; during the dike foundation cleaning process, assign special personnel to conduct real-time tracking and observation of the dike foundation, strictly control the cleaning thickness of the foundation, and avoid direct contact with the silt silty clay layer due to excessive cleaning of the foundation; the cleaning thickness of the dike body section is not less than 50 cm; for the dike foundation parts with silt and silty soil, it should be considered to remove the surface silt and silty soil, and the local cleaning thickness should be increased accordingly. In case of complex and poor dike foundation geological conditions, it is necessary to jointly determine the treatment plan with all participating parties and handle it according to the dike foundation treatment requirements;

[0053] S14: Base leveling. Use a bulldozer or roller to level the base to ensure it is flat, providing a good foundation for subsequent construction. Specifically, for uneven areas on the dike foundation surface caused by various factors, backfill with soil material and compact it with a roller. Determine the compaction thickness for each layer based on the compaction test to ensure the compaction degree meets the design requirements. Generally, the compaction thickness for each layer should not exceed 25 cm, and the compaction degree ≥ 95%. Before base leveling, use surveying instruments such as total stations and levels to conduct detailed measurements of the elevation, slope, flatness, etc. of the base, and carry out leveling operations according to the measurement results to ensure that the flatness and elevation of the base meet the design requirements.

[0054] S15: Construction of permeable concrete piles: Drive permeable concrete piles into the cleaned dike foundation to form vertical reinforcement bodies. The spacing, depth, and layout of the permeable concrete piles should be determined according to the geological conditions and design requirements. The permeable concrete piles can improve the bearing capacity and drainage performance of the foundation, providing a stable base for subsequent construction.

[0055] Further, for the case of a relatively high groundwater level in the dike foundation and a dike foundation of highly water - containing cohesive soil in step S2, after the excavation of the dike foundation is completed and accepted, set a trapezoidal clay cut - off wall backfill trench with a bottom width of not less than 4 m and a depth of not less than 80 cm along the dike axis; the slope ratio of the trapezoidal clay cut - off wall backfill trench is not greater than 1:2. Step S2 specifically includes:

[0056] Positioning. Locate along the dike axis in the middle of the dike foundation to determine the position of the trapezoidal clay cut - off wall backfill trench.

[0057] Excavation. Use equipment such as an excavator to excavate the trapezoidal cut - off wall backfill trench. The shape of the trench is trapezoidal, that is, wider at the top and gradually narrowing downwards; the bottom width of the trench is not less than 4 m and the depth is not less than 80 cm.

[0058] Acceptance. After excavation, conduct acceptance of the backfill trench to check whether the dimensions, depth, and shape meet the design requirements.

[0059] The trapezoidal clay cut - off wall can effectively disperse and transfer the load on the dike, reduce the stress concentration of the dike foundation, and improve the bearing capacity of the dike foundation.

[0060] Further, step S3 specifically includes:

[0061] Material preparation. Prepare a mixture of soil and stone, ensuring that the stone particle size and particle content meet the requirements and do not contain impurities.

[0062] Laying. Lay a layer of soil - stone mixture cushion on the dike foundation at both ends of the trapezoidal clay cut - off wall backfill trench.

[0063] Embed sensors: Embed sensors in the soil-rock mixture cushion for real-time monitoring of soil moisture content, pressure, and displacement parameters. The layout of the sensors should be reasonably distributed according to the monitoring requirements to ensure that the mechanical properties and hydrogeological conditions of the cushion can be comprehensively and accurately reflected;

[0064] Rolling and ramming: Determine the appropriate number of rolling passes according to the properties of the soil-rock mixture and the results of on-site tests to ensure that the cushion reaches the required density; Use a roller to roll and ram the soil-rock mixture cushion to ensure that the cushion is dense and the relative density is not less than the design requirement;

[0065] In step S3, the laying thickness of the soil-rock mixture cushion 2 is 40 cm; Recycled stone can be used as the stone, and the content of particles with a diameter greater than 5 mm in the filler does not exceed 50%, the maximum particle size does not exceed 100 mm, and the content of particles below 0.075 mm is not less than 15%. It shall not contain impurities such as plant roots and domestic waste; Such a particle gradation is beneficial to the density and stability of the cushion; According to the test results and relevant specification requirements, to meet the requirement that the relative density of the soil-rock mixture cushion 2 after rolling and ramming in the levee construction should not be less than 0.65 and no phenomenon of coarse material concentration and bridging should occur; When laying the soil-rock mixture cushion, the rolling speed of the roller should be controlled within the range of 2 km / h to 3 km / h; This speed range helps to ensure that the soil-rock mixture can be fully compacted and avoid problems such as material displacement or uneven compaction caused by too fast speed.

[0066] Furthermore, after the soil-rock mixture cushion in step S4 is detected to be qualified, non-woven geotextiles 3 are symmetrically laid at both ends of the inverted trapezoidal clay cut-off wall backfill trench; The top of the non-woven geotextile 3 is laid on the upper surface of the corresponding side of the soil-rock mixture cushion 2, and the bottom is laid on the bottom of the corresponding side of the inverted trapezoidal clay cut-off wall backfill trench; The specification of the non-woven geotextile 3 is 300 g / ㎡; The horizontal laying lengths at the top and bottom of the non-woven geotextile 3 are not less than 1 m; Step S4 specifically includes:

[0067] Detect the cushion: After the construction of the soil-rock mixture cushion 2 is completed, conduct quality inspection to ensure that the compaction degree, bearing capacity, and drainage performance of the cushion meet the design requirements;

[0068] Material preparation: Prepare non-woven geotextiles with a specification of 300 g / ㎡;

[0069] Laying: After the soil-rock mixture cushion is inspected and qualified, non-woven geotextiles are laid at both ends of the backfill trench of the inverted trapezoidal clay cut-off wall along the dike axis in a multi-layer and multi-directional laying method to form a three-dimensional isolation and filtration structure. The top of the non-woven geotextile is laid on the upper surface of the soil-rock mixture cushion on the corresponding side, and the bottom is laid at the bottom of the backfill trench of the inverted trapezoidal clay cut-off wall on the corresponding side. The horizontal laying lengths at the top and bottom are not less than 1 meter. The laying of the non-woven geotextile should be flat and without wrinkles to ensure the effectiveness of its isolation and filtration functions. The geotextile is fixed to ensure that it does not shift during construction.

[0070] The laying of the non-woven geotextile 3 includes:

[0071] Precise layout: Before laying the non-woven geotextile, precise layout and positioning should be carried out. According to the design drawings and the actual situation on site, measuring instruments are used to determine the laying position and scope of the geotextile to ensure that the laying position of the geotextile is accurate and consistent with the design requirements.

[0072] Lap treatment: During the laying process, attention should be paid to the lap treatment of the geotextile. The lap width of the geotextile should meet the design requirements, usually not less than 10 cm. When lapping, the edges of the geotextile should be aligned to avoid overlap or misalignment to ensure the sealing and continuity of the lap. For the lap, special geotextile adhesives or hot melt welding and other methods can be used for fixation to enhance the strength and stability of the lap.

[0073] Protection measures: After the geotextile is laid, protection measures should be taken in a timely manner to avoid damage to the geotextile caused by subsequent construction. A protective layer, such as fine soil or sand, can be covered on the geotextile, with a thickness generally of 5 cm to 10 cm, to protect the geotextile from mechanical rolling, human trampling, etc.

[0074] The fixation of the non-woven geotextile 3 includes: At the edges and laps of the geotextile, special fixing nails, anchor fittings, etc. for geotextiles are used for fixation. In the middle part of the geotextile, the weight pressing method can be adopted, that is, a certain weight of soil and stone materials are piled on the geotextile to increase the stability of the geotextile. After the fixation of the geotextile is completed, quality inspection should be carried out to ensure that the geotextile is firmly fixed, flat, and there are no phenomena such as looseness, warping, and displacement.

[0075] The non-woven geotextile 3 of the present invention enhances the tensile strength and deformation resistance of the soil through reinforcement, further improving the bearing capacity of the dike foundation; the non-woven geotextile has good water permeability and air permeability, can effectively isolate building materials with different physical properties, and prevent the loss and mixing between materials; at the same time, it can intercept soil particles, fine sand, etc., and maintain the stability of the soil and water project. Since the clay cut-off wall has a low permeability coefficient, it can effectively prevent water from infiltrating into the dike; the non-woven geotextile can also form a drainage channel inside the soil mass to discharge excess liquid and gas, reducing the water content of the soil. By setting up the clay cut-off wall and the non-woven geotextile, the overall stability of the dike structure can be significantly improved. The clay cut-off wall can effectively prevent the seepage deformation of the dike foundation, and the non-woven geotextile enhances the deformation resistance of the dike soil through reinforcement and isolation effects.

[0076] Further, step S5 specifically includes:

[0077] Soil material selection: Backfill the inverted trapezoidal clay cut-off wall backfill trench with cohesive soil materials or river dredged soil materials that meet the specifications and design requirements.

[0078] Layered filling: Layered fill clay in the inverted trapezoidal clay cut-off wall backfill trench, and the single-layer thickness of the filled soil layer shall not exceed 25 cm; in the case of uneven ground, it is necessary to fill from low to high, and the slope on the ground of the dike cross-section during backfilling shall not be steeper than 1:5.

[0079] Compaction: Compact each layer of filled clay to ensure the wall of the clay cut-off wall is dense and reaches the required compaction degree of the design.

[0080] Sensor installation: Install sensors for real-time monitoring of soil water content, pressure, and displacement parameters in the clay cut-off wall. The layout of the sensors should cooperate with the sensors in the cushion layer to form a complete monitoring system to ensure the overall performance of the dike can be monitored in real time.

[0081] When step S5 selects clay as the filler for the cut-off wall, a new type of curing agent is added, such as a water-absorbing curing agent (including anhydrous lime powder, water-absorbing gypsum powder, powder containing active aluminum materials, and active material powder, etc.). This curing agent can effectively improve the strength and stability of high water content cohesive soil. By mixing the curing agent with the cohesive soil, the compaction performance, anti-seepage performance, and bearing capacity of the clay cut-off wall can be significantly improved without changing the existing construction process; when using the river dredged soil material, it is necessary to conduct soil property tests before use, and the soil can be used for filling only after the soil quality meets the design requirements; the water content of the soil material has an important impact on the compaction effect. Before construction, the optimum water content of the soil material should be reasonably determined according to the soil material properties and site conditions, and corresponding measures (such as sun drying or sprinkling water) should be taken for adjustment to ensure that the soil material can achieve the best compaction effect during compaction.

[0082] In step S5 during ramming, according to the properties of the soil material and compaction requirements, select appropriate rolling equipment (such as vibratory rollers, heavy static rollers, etc.), and optimize the rolling method. For example, adopt the rolling steps of first static rolling, then weak vibration, then strong vibration, and finally finishing rolling to improve the compaction effect; during the construction process, strengthen the real-time monitoring of key indicators such as the compaction degree and density of the soil layer, promptly discover and solve problems in construction, and ensure that the construction quality meets the design requirements; layered backfilling and compaction are beneficial to improving the density and stability of the foundation, and avoiding foundation settlement and deformation caused by uneven backfilling or insufficient compaction.

[0083] The clay cut-off wall adopted in the present invention has a relatively small permeability coefficient and excellent anti-seepage performance, which can significantly improve the overall anti-seepage performance of the dike and meet the strict requirements of the dike project for anti-seepage performance; it is applicable to various geological conditions and dike types. Whether it is a high water content cohesive soil dike foundation or other types of dike foundations, the anti-seepage effect can be enhanced by setting a clay cut-off wall; compared with other complex anti-seepage measures, the construction technology of the clay cut-off wall is relatively simple, mainly completed by excavating, filling, and ramming clay, and the construction cost is also relatively low; after laying a soil-rock mixture cushion layer at the base of the dike foundation, then setting a clay cut-off wall, the two can work together. The soil-rock mixture cushion layer can play a certain role in drainage and bearing, while the clay cut-off wall focuses on anti-seepage, jointly improving the overall performance of the dike; the clay cut-off wall adopted in the present invention can effectively block the seepage of water into the dike, prevent water from seeping into the dike body from the weak parts of the dike foundation, reduce the water pressure and water head difference inside the dike, and reduce the seepage risk of the dike; by setting a cut-off wall, the seepage path of water can be extended, the resistance to water seepage can be increased, and the flow path of water inside the dike becomes more tortuous and complex, thereby reducing the seepage speed and seepage volume; by setting a cut-off wall, the erosion of the soil inside the dike by water flow can be prevented, the structural integrity of the dike can be protected, and problems such as soil loss, settlement, and deformation caused by seepage can be avoided, and the service life of the dike can be extended.

[0084] Further, before the paving operation of the inverted trapezoidal clay cut-off wall backfill trench in step S5, a rolling test should be carried out. Through the rolling test, determine the limited dimensions of the paving thickness and the diameter of soil clods. The paving thickness should also meet the design requirements; specifically, it includes:

[0085] Determine the paving thickness: Determine the appropriate paving thickness through the rolling test to ensure that the clay cut-off wall can be fully compacted to reach the density and strength required by the design.

[0086] Limit the diameter of soil clods: Determine the maximum diameter limit dimension of soil clods to avoid uneven compaction or excessive voids caused by too large soil clods, which will affect the anti-seepage performance of the cut-off wall.

[0087] Optimize construction parameters: Optimize construction parameters such as the number of rolling passes and rolling speed through tests to improve construction efficiency and quality.

[0088] Among them, the steps of the rolling test include:

[0089] Select the test section: Select a representative test section in the inverted trapezoidal clay cut-off wall backfill trench in the middle of the dike foundation, with a length generally not less than 10 meters; ensure that the soil quality and geological conditions of the test section are similar to those of the entire project area so that the test results have general applicability;

[0090] Lay materials and roll: Lay clay materials according to the initially set laying thickness (such as 20 cm or 30 cm), and the laying should be uniform to avoid local over-thickness or under-thickness; use a suitable roller (such as a vibratory roller or a heavy static roller) for rolling, and the rolling speed should be controlled within the range of 2 km / h to 3 km / h to ensure the compaction effect;

[0091] The number of rolling passes can be adjusted according to the actual situation, generally 3 to 5 passes, until the initial compaction effect is achieved;

[0092] Inspection and evaluation: After rolling is completed, conduct compaction degree inspection on the test section, and use methods such as nuclear density gauge or core sampling to measure the density and compactness after compaction;

[0093] Check whether the laying thickness and soil block diameter meet the requirements, and observe whether there is a phenomenon of concentrated coarse materials and voids;

[0094] Evaluate the rolling effect according to the test results, and determine whether it is necessary to adjust the laying thickness, the limited size of soil block diameter or the rolling parameters;

[0095] Based on the results of the rolling test, summarize the best construction parameters such as laying thickness, limited size of soil block diameter, number of rolling passes and rolling speed; apply these parameters to the laying operation of the entire inverted trapezoidal clay cut-off wall backfill trench to ensure construction quality and consistency.

[0096] By conducting the rolling test, the present invention can effectively improve the construction quality of the inverted trapezoidal clay cut-off wall, ensure that it reaches the required density and anti-seepage performance of the design, and provide a strong guarantee for the overall stability and safety of the dike.

[0097] Furthermore, when spreading the soil material in step S5, the moisture content of the backfill soil material should be maintained within the range of the optimum moisture content ± 3%. The working surface should be filled and compacted in layers uniformly, and a bulldozer should be equipped for leveling operations. During construction, boundary ditches are not allowed in the soil spreading and compaction processes; it is ensured that the adjacent working surface and the current working surface are relatively flat and rise evenly. In case of unexpected situations resulting in an inevitable elevation difference between the adjacent section and the current section, a slope surface can be used for connection, with a combined slope not steeper than 1:3 and a height difference not greater than 2.0 m.

[0098] Furthermore, in step S6, the intelligent monitoring system includes a data acquisition module, a data transmission module, a data processing module, and an early warning module; among them,

[0099] Data acquisition module: It includes various sensors (such as soil moisture sensors, pressure sensors, displacement sensors, etc.), a data collector connected to each sensor, and an intelligent terminal set at the construction site for construction personnel to view the monitoring data in real time; soil moisture sensors, pressure sensors, displacement sensors, etc. are used to monitor key parameters such as the moisture content, pressure, and displacement of the soil in real time;

[0100] Data transmission module: It adopts wired (such as optical fiber, Ethernet) and wireless (such as 4G / 5G, Wi-Fi, LoRa) transmission technologies to securely and timely transmit the collected data to the data processing and early warning decision-making center;

[0101] Data processing module: It processes, analyzes, and stores the collected data, analyzes the data through intelligent algorithms (such as convolutional neural networks), and realizes the dynamic monitoring of parameters such as the soil moisture content;

[0102] Early warning module: According to the data analysis results, when the monitored parameters exceed the set thresholds, the system automatically issues an early warning signal to remind the construction personnel to take corresponding measures.

[0103] Specifically, moisture sensors are respectively buried in the soil-rock mixture cushion and the clay cut-off wall to monitor the change of soil moisture content in real time; pressure sensors are buried in the soil-rock mixture cushion and the clay cut-off wall to monitor the internal pressure change of the soil; displacement sensors are buried in the soil-rock mixture cushion and the clay cut-off wall to monitor the displacement of the soil; the data collector is installed near each sensor, responsible for collecting sensor data, and performing preliminary processing and transmission; an intelligent terminal is set up on site for construction personnel to view the monitoring data in real time and make on-site decisions; through the sensors, parameters such as soil moisture content, pressure and displacement are obtained in real time to ensure the real-time and accuracy of data during the construction process; intelligent algorithms such as convolutional neural networks are used to analyze the collected data to quickly identify the change rules of parameters such as soil moisture content; when the monitoring data exceeds the set safety threshold, the system automatically issues a warning signal to remind the construction personnel to take measures in time to avoid potential risks. Through the above intelligent monitoring system, the construction process of the high moisture content cohesive soil dike foundation treatment can be comprehensively monitored to ensure the construction quality and project safety.

[0104] The construction method of the present invention solves the problem of poor anti-seepage performance of coarse aggregates such as soil-rock mixture by setting a clay cut-off wall with a certain thickness in the middle position of the dike foundation, preventing water from seeping into the dike, improving the overall anti-seepage performance of the dike, and ensuring the integrity and safety of the dike; the compression deformation of the dike foundation is reduced by the clay cut-off wall, and the bearing capacity and stability of the soil are enhanced by the non-woven geotextile, thereby effectively reducing the settlement amount and settlement rate of the dike and reducing the settlement risk of the dike body. It can be applied to various geological conditions and dike types, especially for the soft dike foundation with high moisture content, and has good adaptability and reinforcement effect. Compared with the traditional dike foundation reinforcement method, the construction process of this method is relatively simple, mainly completed through steps such as excavation, filling, and laying, and the construction cost is also relatively low; through the construction method of the high moisture content cohesive soil dike foundation treatment of the present invention, the high moisture content cohesive soil dike foundation can be effectively treated, and the anti-seepage performance and stability of the dike can be improved.

[0105] The present invention can effectively treat the high moisture content cohesive soil dike foundation, improve the anti-seepage performance and stability of the dike, and at the same time, combined with the intelligent monitoring system and new materials, further improves the construction quality and project safety.

[0106] It is easy for those skilled in the art to understand that the above are only the preferred embodiments of the present invention and are not used to limit the present invention. Any modifications, equivalent replacements, and improvements made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A construction method for high-water content clay embankment foundation treatment based on intelligent monitoring, characterized in that: The steps include: S1: excavating the embankment foundation, cleaning the embankment foundation and leveling the base (1); driving permeable concrete piles into the embankment foundation to form a vertical reinforcement body; S2: After the excavation of the embankment foundation is completed and accepted, an inverted trapezoidal clay cut-off wall backfill groove is excavated in the middle of the embankment foundation along the embankment axis; S3: laying a soil-rock mixture cushion layer (2) on the base (1) of the embankment foundation at both ends of the inverted trapezoidal clay seepage cutoff wall backfill groove, burying sensors for real-time monitoring of soil moisture content, pressure, and displacement parameters in the soil-rock mixture cushion layer (2), and rolling and compacting the soil; S4: After the soil-rock mixture cushion layer (2) is tested to be qualified, a non-woven geotextile (3) is laid at both ends of the inverted trapezoidal clay cut-off wall backfill groove along the embankment axis in a multi-layer and multi-directional laying manner to form a three-dimensional isolation and filtration structure; S5: filling and compacting the clay seepage cut-off wall (4) in layers in the backfill groove of the inverted trapezoidal clay seepage cut-off wall, and burying sensors for real-time monitoring of the moisture content, pressure and displacement parameters of the soil in the clay seepage cut-off wall (4); S6: The sensors buried in steps S3 and S5 are monitored in real time through the intelligent monitoring system, and the moisture content, pressure and displacement data of the soil are analyzed. According to the monitoring results, the construction process is adjusted in time and reinforcement measures are taken to ensure the stability and safety of the embankment and complete the construction of the high-moisture content clay soil embankment foundation.

2. According to claim 1, a high-water content clay embankment foundation treatment construction method based on intelligent monitoring is characterized in that: The intelligent monitoring system includes a data acquisition module, a data transmission module, a data processing module, and an early warning module; wherein, The data acquisition module comprises a soil moisture sensor, a pressure sensor and a displacement sensor respectively buried in the soil-rock mixture cushion layer (2) and the clay seepage cut-off wall (4), a data collector connected to each sensor, and an intelligent terminal provided at the construction site for construction personnel to view monitoring data in real time; Data transmission module: using wired and wireless transmission technology to safely and timely transmit the collected data to the data processing and early warning decision center; Data processing module: processes, analyzes and stores the collected data, analyzes the data through intelligent algorithms, and realizes dynamic monitoring of parameters such as soil moisture content; Early warning module: According to the data analysis results, when the monitoring parameters exceed the set threshold, the system automatically sends out an early warning signal to remind construction personnel to take corresponding measures.

3. According to claim 1, a high-water content clay soil embankment foundation treatment construction method based on intelligent monitoring is characterized in that: In step S1, the thickness of the cleared foundation of the embankment section is not less than 50 cm.

4. The method for treating a high-water content clay embankment foundation based on intelligent monitoring according to claim 1 is characterized in that: In step S1, the compacted thickness of each layer of the embankment base surface cannot exceed 25 cm, and the compaction degree is ≥ 95%.

5. A high-water content clay embankment foundation treatment construction method based on intelligent monitoring according to any one of claims 1 to 4, characterized in that: The bottom width of the inverted trapezoidal clay cut-off wall backfill groove in step S2 is not less than 4m, and the depth is not less than 80cm.

6. The method for treating high-water content clay soil embankment foundation based on intelligent monitoring according to claim 5 is characterized in that: The slope ratio of the inverted trapezoidal clay cut-off wall backfill groove in step S2 is not greater than 1:

2.

7. A method for treating a high-water content clay embankment foundation based on intelligent monitoring according to any one of claims 1 to 4, characterized in that: In step S3, after the embankment foundation is cleaned, a 40 cm thick soil-rock mixture cushion is laid. The stone material can be recycled stone, etc. The content of particles with a particle size greater than 5 mm in the filler does not exceed 50%, the maximum particle size does not exceed 100 mm, and the content of particles below 0.075 mm is not less than 15%; In step S3, the relative density of the soil-rock mixture cushion layer (2) after rolling and compaction is not less than 0.65, and the phenomenon of coarse materials being concentrated and suspended in the air shall not occur.

8. A method for treating a high-water content clay embankment foundation based on intelligent monitoring according to any one of claims 1 to 4, characterized in that: In step S4, the non-woven geotextile (3) is symmetrically laid at both ends of the inverted trapezoidal clay cut-off wall backfill groove; The top of the non-woven geotextile (3) is laid on the upper surface of the soil-rock mixture cushion layer (2) on the corresponding side, and the bottom is laid on the bottom of the backfill groove of the inverted trapezoidal clay cut-off wall on the corresponding side; the horizontal laying length of the top and bottom of the non-woven geotextile (3) is not less than 1m.

9. A method for treating a high-water content clay embankment foundation based on intelligent monitoring according to any one of claims 1 to 4, characterized in that: The backfill trench of the inverted trapezoidal clay cut-off wall should be filled and compacted in layers, and the thickness of a single layer of the filling soil layer shall not exceed 25 cm; if the ground is uneven, it is necessary to fill in layers from low to high, and the slope of the backfill embankment cross-section on the ground shall not be steeper than 1:

5.

10. A method for treating a high-water content clay embankment foundation based on intelligent monitoring according to any one of claims 1 to 4, characterized in that: When the soil material is spread in step S5, the moisture content of the backfill soil material should be kept within the range of the optimum moisture content ±3% at all times.

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