A composite support structure for a rainwater storage tank and its support method

Abstract

This invention provides a composite support structure and method for a rainwater storage tank, comprising the following steps: S1, leveling the site, accurately laying out lines, and arranging monitoring benchmarks; S2, constructing a gradient stiffness cutoff wall and cast-in-place pile retaining walls; S3, pre-treating the upper slope area, excavating the slope in stages, laying geogrids, pouring a phase change impermeable layer and shotcrete; S4, excavating the foundation pit in layers and constructing internal supports; S5, pouring a concrete cushion layer, laying a rubber elastic cushion layer and pressure sensors; S6, constructing a top slab counterweight layer and planting soil, and backfilling and compacting between the side walls and retaining piles; S7, installing sensors and intelligent control terminals, setting and debugging a dynamic water storage regulation system; S8, final acceptance. This invention adopts a composite support system of "upper graded slope + lower gradient cutoff wall + cast-in-place pile retaining walls + internal supports," which makes the overall structural safety higher, the self-healing system reduces leakage rate, and the structural stability higher.

Description

Technical Field

[0001] This invention relates to the field of initial rainwater storage tank technology, specifically to a composite support structure for an initial rainwater storage tank and its support method. Background Technology

[0002] Rainwater storage tanks are the core infrastructure for urban sponge city construction, playing an important role in collecting initial rainwater, reducing runoff pollution, and alleviating urban flooding.

[0003] However, rainwater storage ponds are usually built in urban soft soil areas or areas with high groundwater levels. The pits are deep and the hydrogeological conditions are complex, which places extremely high demands on the stability, impermeability, durability and intelligence of the support structure.

[0004] However, existing rainwater storage tanks using traditional single cast-in-place piles or sheet piles are difficult to adapt to alternating layers of soft and hard geology, easily causing uneven deformation, leading to structural cracking and leakage; and the use of conventional anchor cable structures for reinforcement and anti-buoyancy makes it easy for the anchor cables to penetrate the water-stop curtain, which can easily cause the structure to float or crack, triggering piping.

[0005] Furthermore, existing rainwater storage tanks lack a full life-cycle intelligent monitoring and control system, making it impossible to provide early warnings of risks such as leakage and slope instability. Subsequent maintenance relies on manual inspections, which is inefficient and slow to respond. Summary of the Invention

[0006] The main objective of this invention is to provide a composite support structure and support method for a rainwater storage tank, which solves the problems of easy cracking and floating of existing structures and poor monitoring performance in later use.

[0007] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is as follows: A composite support method for a primary rainwater storage tank includes the following steps: S1. Level the site, accurately lay out the lines, and set up monitoring benchmark points; S2, Construction gradient stiffness water-stop curtain and cast-in-place pile retaining wall; S3. Pretreatment of the upper slope area, graded excavation of the slope, laying of geogrid, pouring of phase change impermeable layer and shotcrete; S4. Layered excavation of the foundation pit, with internal support during construction; S5. Pour a concrete cushion layer and lay a rubber elastic cushion layer and pressure sensor; Construct a reinforced concrete base slab, then grout after the cast-in-place piles are installed; construct the side walls, beams, columns and top slab of the storage tank from bottom to top, and pour waterproof concrete between the cast-in-place pile retaining wall and the side wall. S6. Construction of the top slab counterweight layer and planting soil, and backfilling and compaction between the side walls and retaining piles; S7. Install sensors and intelligent control terminals, and set up and debug the dynamic water storage regulation system; S8. Final acceptance.

[0008] In the preferred scheme, in S3, the slope is graded at a ratio of 1:1.75, with each grade having a height of 3-8m and platforms between slopes; each layer is laid with bidirectional geogrid. The platform and the foot of the slope are planted with flood-tolerant native plants and ecological intercepting ditches are set up.

[0009] In the preferred embodiment, in S2, a bored pile with a diameter greater than 0.8m is constructed, a waterproof concrete sidewall is poured on the inner side, a shear key is set between the bored pile and the sidewall, and 1-3 grouting pipes are set at the pile tip and on the pile side. Cement-water glass double liquid grout is injected 7 days after the concrete is poured. The water-stopping curtain includes a layered gradient water-stopping structure, with double-row cement-soil mixing piles constructed in the shallow layer of 0-10m; MJS method piles constructed in the deep layer of 10-25m; and triple-tube high-pressure jet grouting piles reinforced at the junction of soft and hard soil layers. In S4, friction dampers and prestressed steel strands are installed at the connection between the internal support and the capping beam and waist beam of the cast-in-place pile.

[0010] In the preferred embodiment, in S2, a pre-embedded microbial self-healing system is set up, including a PVC grouting pipe pre-embedded in the water-stop curtain, with Bacillus pasteurellii inoculant and nutrient salt capsules pre-filled inside the pipe; microcapsules are added into the concrete of the water-stop curtain. Fiber optic liquid level sensors and strain sensors are arranged on both the inner and outer sides of the water-stop curtain to form a leakage monitoring and early warning subsystem, which monitors the water level difference and curtain deformation in real time.

[0011] In the preferred embodiment, in S7, the dynamic water storage control system intelligently controls the minimum water level of the storage tank based on groundwater level monitoring data. When the groundwater level is higher than the warning level, retain 1 / 3 of the pool's capacity for rainwater; when the groundwater level is lower than the warning level, empty the pool. The system includes a buoyancy recovery and utilization device, including a hydraulic power generation module, to generate electricity for the system and lighting.

[0012] In the preferred embodiment, various sensors are arranged around the foundation pit, the support structure, around the grouting pipes, and inside the regulating tank. Data is transmitted to an intelligent control terminal via a 5G network for: Real-time monitoring of foundation pit deformation, support stress, and groundwater level; Automatic early warning of risks such as leakage and slope instability; Intelligent control for dynamic regulation of water storage and activation of the self-repair system; Long-term assessment and prediction of structural health status.

[0013] In the preferred embodiment, the following steps are included after implementation: S91. The sensor acquires real-time information on groundwater level, crack conditions, seepage, and pressure. S92, The built-in LSTM-fuzzy control model of the intelligent control terminal analyzes and processes the data; S93, LSTM-fuzzy control model analyzes and processes the acquired data and outputs results; The output results include grouting location and grouting volume, pumping rate and time, early warning information, safety information, or everything is normal; S94. The intelligent control terminal issues control commands based on the output results to complete grouting, pumping or early warning. or Everything is normal, no control commands or normal prompts are displayed; S95. Continue monitoring.

[0014] A composite support structure for a rainwater storage tank, employing a composite support method for rainwater storage tanks, includes a retaining structure and a foundation pit located inside the retaining structure, with the storage tank situated within the foundation pit. The outer side of the enclosure structure is equipped with a water-stopping structure; the top of the storage tank is equipped with a counterweight layer and a planting soil layer; The upper part of the foundation pit is equipped with a sloping section; The counterweight layer and the planting soil layer completely or partially cover the slope section.

[0015] In the preferred embodiment, the storage tank is provided with a concrete cushion layer at the bottom of the foundation pit, a rubber elastic cushion layer is provided on the concrete cushion layer, and a reinforced concrete base slab is provided on the rubber elastic cushion layer. The pit has side walls on its side walls, a top slab on top of the side walls, and several beams located at the bottom of the top slab at the top of the side walls. The retaining structure includes multiple bored piles, waterproof concrete sidewalls are poured inside the bored piles, and shear keys are installed between the bored piles and the sidewalls. The storage tank is equipped with several pipes, including inlet pipes and outlet pipes. The hydroelectric power generation module is located at the outlet pipe and is used for power generation. The rubber elastic pad layer is equipped with a first sensor, and the bottom of the top plate is equipped with a second sensor; The water pressure power generation module, the first sensor, and the second sensor are connected to an external intelligent control terminal.

[0016] In the preferred embodiment, the water-stopping structure includes double-row cement-soil mixing piles set in the shallow layer of 0-10m, MJS method piles set in the deep layer of 10-25m, jet grouting piles set at the junction of soft and hard soil layers and on the outermost side. Several grouting pipes are installed in the gaps between MJS method piles, double-row cement-soil mixing piles, jet grouting piles, retaining structures and the side walls of the storage tank; the grouting pipes are used to grout to form a reinforced grouting layer and for subsequent grouting. The grouting pipe fittings are connected to an external grout inlet pipe, which is then connected to external grout delivery equipment. The water-stopping structure contains several microcapsules and a third sensor; the third sensor and the slurry delivery equipment are connected to an external intelligent control terminal. The slope section is equipped with a bi-directional grid, and a layer of sprayed concrete is applied to the bi-directional grid. Drainage ditches are provided at both the top and bottom of the slope section.

[0017] This invention provides a composite support structure and support method for a primary rainwater storage tank. By adopting the above solution, the following beneficial effects are achieved: The composite support system adopts "upper graded slope + lower gradient water-stop curtain + cast-in-place pile retaining + internal bracing". The slope section bears all the soil pressure of the upper shallow soil, which makes the structural safety of the lower drilled cast-in-place piles and other support structures higher, the maximum bending moment is reduced, and the maximum horizontal displacement of the foundation pit can be controlled within 12mm, which is far below the standard requirements.

[0018] The gradient stiffness water-stopping structure forms the first passive seepage barrier, the pre-embedded microbial self-healing system realizes the active repair of cracks, and the grouting pipe fittings have the dual functions of initial reinforcement and later grouting, resulting in a lower leakage rate than traditional technologies.

[0019] The dynamic water storage control system adjusts the minimum water level of the storage tank in real time according to the groundwater level, and uses the weight of rainwater to balance the buoyancy of groundwater, eliminating the need for a large number of anti-buoyancy anchors and reducing project costs; the water pressure power generation module generates electricity using the potential energy of drainage, achieving system energy self-sufficiency and saving electricity costs.

[0020] The intelligent model based on LSTM-fuzzy control enables early warning and automatic control of foundation pit deformation and leakage risks, with a warning accuracy of up to 90%. The first, second and third sensors form a comprehensive monitoring network to achieve long-term assessment and prediction of structural health status, which is convenient for later use and maintenance.

[0021] The counterweight layer and the planting soil layer completely cover the slope section, forming a continuous urban public green space and improving land use efficiency; the planting soil layer enables natural purification and infiltration of rainwater. Attached Figure Description

[0022] The present invention will be further described below with reference to the accompanying drawings and embodiments: Figure 1 This is a schematic diagram of the structure of the present invention; Figure 2 This is a cross-sectional view of the water-stopping structure of the present invention; Figure 3 This is a cross-sectional view of the slope section of the present invention; Figure 4 This is a flowchart of the method of the present invention.

[0023] In the picture: Excavation Pit 1; 201 concrete cushion layer, 202 rubber elastic cushion layer, 203 reinforced concrete base slab, 204 side wall, 205 beam, 206 top slab. Envelope 3; Water-stopping structure 4, MJS method pile 401, double row cement-soil mixing pile 402, jet grouting pile 403, grouting pipe fittings 404, grouting pipe 405, reinforced grouting layer 406. Slope section 5, bidirectional grid 501, sprayed concrete layer 502, intercepting ditch 503; Counterweight layer 601, planting soil layer 602; First sensor 701, second sensor 702, third sensor 703. Detailed Implementation

[0024] Example 1: like Figure 1-3 As shown, a composite support structure for a rainwater storage tank includes: The foundation pit 1 is a rectangular pit. The upper part of the foundation pit 1 has a slope section 5, preferably a 1:1.75 graded slope, with each grade 5m high and a 2m wide platform between the slopes. A bidirectional geogrid 501, preferably GSZ80-80, is installed on the slope section 5 and fixed with U-shaped nails. A phase change seepage barrier layer is installed on the bidirectional geogrid 501, preferably a paraffin-based composite phase change material. A C20 polypropylene fiber reinforced concrete spray layer 502 is installed on the phase change seepage barrier layer, with a fiber content of 0.9kg / m³. Both the top and bottom of the slope section 5 have intercepting ditches 503, 30cm wide and 40cm deep, preferably constructed of precast ecological concrete blocks. The ditches can be planted with flood-tolerant native plants such as reeds and cattails as needed.

[0025] It also includes a retaining structure 3, located at the bottom of the slope section 5, comprising multiple bored piles 301. The bored piles 301 are made of C30 concrete. A shear key is installed between the bored piles 301 and the inner waterproof concrete sidewall 204, with one end pre-embedded in the pile and the other end extending 200mm into the sidewall, enhancing the integrity of the retaining structure and the main structure. Each bored pile 301 has two grouting pipes at its end and on its side for post-grouting.

[0026] A water-stopping structure 4 is also provided, which is arranged around the outside of the foundation pit 1. The preferred design is a layered gradient design: the shallow layer of 0-10m adopts double-row cement-soil mixing piles 402 with an overlap of 200mm, a cement content of 18%, and a water-cement ratio of 0.55. For 10-25m deep layers, MJS method pile 401 is used, with an overlap of 200mm and a cement content of 30%. The preferred process is all-round high-pressure jetting. At the junction of soft and hard soil layers and on the outermost side, it is preferable to have a triple-tube high-pressure jet grouting pile 403 reinforced section with a cement content of 25%.

[0027] Several grouting pipes 404, preferably 50mm diameter PVC pipes, are installed in the gaps between the MJS method piles 401, double-row cement-soil mixing piles 402, jet grouting piles 403, retaining structure 3, and the side wall 204 of the regulating reservoir. These grouting pipes 404 are used for initial grouting to form a reinforced grouting layer 406 and for subsequent leak repair. Each grouting pipe 404 is connected to an external grout inlet pipe 405, which is connected to existing grout delivery equipment. Microcapsules are incorporated into the concrete of the water-stopping structure 4. These microcapsules are preferably encapsulated in urea-formaldehyde resin, with a diameter of 50-100μm, and the core consists of Bacillus pasteurellium inoculant and nutrients, at a dosage of 2% of the concrete mass.

[0028] Waterproofing is achieved through a multi-layered waterproofing structure, resulting in better waterproofing. Furthermore, microcapsules and grouting tubes are used to repair any potential cracks, ensuring the overall stability of the structure.

[0029] Furthermore, the main structure of the storm water storage tank, from bottom to top, consists of: Concrete cushion layer 201, preferably C15 concrete, with a thickness of 100mm; Rubber elastic padding layer 202, preferably made of natural rubber, is 20mm thick and has a Shore hardness of 60. It is laid on the padding layer with an overlap length of 10cm and is bonded with neoprene rubber adhesive. The first sensor 701, preferably a vibrating wire pressure sensor, preferably model VW-100, is arranged in the rubber elastic pad 202 at a spacing of 5m, and is used to monitor the reaction force of the bottom plate. The reinforced concrete base slab 203 is preferably 500mm thick, made of C30 waterproof concrete, with a seepage resistance grade of P8. The sidewalls are made of 204 stainless steel, preferably 400mm thick, C30 waterproof concrete with a seepage resistance grade of P8. Beam 205, preferably with a cross-sectional size of 600×800mm, C30 concrete, and arranged at 6m intervals; The top slab 206 is preferably 300mm thick and made of C30 concrete. The counterweight layer 601 is preferably C20 concrete with a thickness of 300mm; Plant a 300mm thick 602 soil layer and plant native herbaceous plants.

[0030] In this embodiment, the counterweight layer 601 and the planting soil layer 602 completely cover the slope section 5, and the surface elevation is consistent with the top elevation of the slope section 5, forming a continuous and flat ground green space.

[0031] In another embodiment, the counterweight layer 601 and the planting soil layer 602 only partially cover the slope section 5, and the remaining slope section forms a slope retaining structure and can form a pit landscape.

[0032] In a further embodiment, an intelligent monitoring and control system is also provided, including an intelligent control terminal, a first sensor 701, a second sensor 702, a third sensor 703, and a water pressure power generation module.

[0033] The second sensor 702 is preferably a vibrating wire strain gauge, preferably model VW-4000, and is arranged at a spacing of 10m at the bottom of the top plate 206 to monitor the deformation of the top plate. The third sensor 703 is preferably a distributed fiber optic liquid level sensor and a strain sensor, preferably model DTS-100, and is evenly spaced at 5-10m intervals inside and outside the water-stopping structure 4 to monitor the groundwater level and the deformation of the water-stopping structure. The hydraulic power generation module is preferably a micro hydro turbine generator, preferably model FD-50, which is installed at the drainage pipe of the regulating reservoir to generate electricity using the drainage potential energy. The intelligent control terminal is preferably a Siemens S7-1500 industrial PLC, which is installed in the control room of the storage tank and connected to all sensors, slurry delivery equipment and drainage pumps via a 5G network. It has a built-in intelligent control model based on LSTM-fuzzy control.

[0034] Other commonly used equipment and structures for water storage tanks can be set up in the existing manner, and are not innovative in this application, so they will not be described in detail.

[0035] Example 2: like Figure 4 As shown, a composite support method for a rainwater storage tank is provided, applied to the composite support structure described in Example 1. The specific steps are as follows: S1. Level the site, accurately lay out the lines, and set up monitoring benchmarks: Level the site and remove surface weeds and obstacles. Precise layout is preferably performed using a total station to determine the pit's edge line, slope edge line, and water-stop structure axis, with a layout accuracy of ±5mm. Establish three monitoring benchmarks in a stable area beyond 30m around the pit, preferably using second-order leveling for elevation measurement, with an accuracy of ±1mm.

[0036] S2. Construction gradient stiffness water-stop curtain and cast-in-place pile retaining structure: S21. Construction gradient stiffness water-stopping structure 4: First, construct shallow double-row cement-soil mixing piles 402, then construct deep MJS method piles 401, and finally construct triple-tube high-pressure jet grouting piles 403 at the junction of soft and hard soil layers. The construction interval shall not be less than 7 days. Specifically, the construction process can adopt the existing technology and corresponding construction pile methods and equipment. S22. Pre-embedded microbial self-healing system: Pre-embedded grouting pipe fittings 404 in the water-stop structure 4, pre-filled with Bacillus pasteurellii inoculant and nutrient salt capsules; microcapsules are added during the concrete mixing process used in the water-stop structure 4. S23, Construction of bored pile 301, preferably using a rotary drilling rig to form a hole, after cleaning the hole, lowering the steel cage and grouting pipe, pouring C30 concrete to form the retaining structure 3; S24. Seven days after the concrete pouring of the cast-in-place pile is completed, post-grouting is carried out at the pile end and pile side, injecting cement-water glass double liquid grout with a water-cement ratio of 1:1, water glass content of 15%, and grouting pressure of 0.5-1.0MPa.

[0037] S3. Pretreatment of the upper slope area: staged excavation of the slope, laying of geogrid, pouring of phase change impermeable layer and shotcrete: S31. Excavator-level graded excavation of slope section 5, each graded excavation depth 5m, leaving 20cm for manual bottom cleaning; S32. After the slope is trimmed, lay bidirectional grid 501 and fix it with U-shaped nails; S33. Pour the phase change seepage-proof layer, preferably using a plate vibrator to compact it, and cure it for 7 days. S34, Shotcrete spraying layer 502, preferably wet spraying process, sprayed in two parts, cured for 14 days; S35, Interception ditches at the top and bottom of the construction slope section 503; Plant flood-tolerant plants as needed.

[0038] S4. Layered excavation of the foundation pit, with internal support during construction: S41. The foundation pit shall be excavated in layers, with each layer not exceeding 2m in depth. After excavating to the bottom elevation of the capping beam, the capping beam shall be constructed. S42. After the strength of the cap beam reaches 80%, continue excavation to the first support bottom elevation, construct the first inner support and waist beam, install friction dampers, and tension the prestressed steel strands. S43. Repeat the above steps to excavate to the bottom elevation of the second support and construct the second inner support. S44. Finally, excavate to the bottom elevation of the foundation pit and leave 30cm for manual cleaning.

[0039] S5. Pour the concrete cushion layer, and lay the rubber elastic cushion layer and pressure sensor: S51. Pour concrete foundation 201 and cure for 3 days; S52. Lay out the rubber elastic pad 202 and install the first sensor 701; S53. Tie the bottom slab reinforcement, pre-embed the side wall reinforcement, pour the reinforced concrete bottom slab 203, and cure for 14 days. S54. Construct the side walls 204, beams 205 and top slab 206 from bottom to top. The construction length of each section shall not exceed 20m. Water-stop steel plates shall be installed at the construction joints. S55. A 200mm thick C25 waterproof concrete filling layer is poured between the bored pile and the side wall 204, and a reinforced grouting layer 406 is formed by grouting through the grouting pipe fitting 404.

[0040] S6. Construction of the top slab counterweight layer and planting soil, and backfilling and compaction between the side walls and retaining piles: S61. After the side wall concrete strength reaches 100%, remove the internal support and backfill the gap between the side wall and the retaining pile in layers. It is preferred to use graded sand and gravel for backfilling with a compaction coefficient of 0.95. S62, backfilling and slope section 5, layered compaction to the design elevation of the top slab; S63, Construction roof slab counterweight layer 601; S64. Lay the planting soil layer 602 and plant green plants.

[0041] S7. Install sensors and intelligent control terminals, and set up and debug the dynamic water storage regulation system: S71. Install the second sensor 702 and the third sensor 703, and ensure waterproofing. S72. Install a water pressure power generation module at the drainage pipe and connect it to the intelligent control terminal; S73. Install intelligent control terminals and deploy 5G communication modules; S74. Debug the dynamic water storage control system and input parameters such as groundwater level warning value and upper and lower limits of water storage. S75. Perform system integration testing to ensure accurate sensor data transmission and normal execution of control commands.

[0042] S8. Final Acceptance: Organize relevant units to conduct final acceptance inspections, check the deformation and leakage of the support structure, the operation of the intelligent system, etc., and put it into use after passing the acceptance inspection.

[0043] S9, Intelligent Monitoring and Automatic Control S91, the first sensor 701, the second sensor 702, and the third sensor 703 periodically collect data such as the reaction force of the bottom plate, the deformation of the top plate, the groundwater level, the deformation of the water-stopping structure, and the leakage, and transmit the data to the intelligent control terminal through the 5G network. S92, The built-in LSTM-fuzzy control model of the intelligent control terminal analyzes and processes the data; S93, Model output control commands, including grouting location and grouting volume, pumping rate, water storage level, early warning level, etc. Or it may indicate that everything is normal; S94. The intelligent control terminal automatically executes corresponding operations based on instructions: When the leakage exceeds the threshold, the grouting equipment is activated to replenish the grout through the corresponding grouting pipe fitting 404. When the groundwater level is higher than the warning level, the storage tank is controlled to retain 1 / 3 of its volume of rainwater to balance the buoyancy by the weight of the rainwater. When the groundwater level is lower than the warning level, the air-conditioning storage tank is drained to increase the storage capacity. When the deformation of the foundation pit exceeds the warning value, an audible and visual alarm will be issued, and the emergency pumping system will be automatically activated. When everything is normal, there are no control commands or output actions, or only a normal message is displayed.

[0044] S95. The system continuously monitors and repeats the above steps in a loop.

[0045] This invention preferably utilizes a hybrid intelligent control model based on LSTM-fuzzy control to achieve intelligent management and control of the initial rainwater storage tank throughout its entire lifecycle. Wherein: The model structure is as follows: The model input layer contains 7 feature parameters: groundwater level (m) Horizontal displacement of the foundation pit (mm), bottom plate reaction force P (kPa), top plate deformation (mm), strain of the waterstop structure ( ), leakage rate (L / s), and rainfall in the next 24 hours (mm).

[0046] The hidden layer contains two LSTM network layers, each with 64 neurons, used to extract long-term dependencies in time series data; after the LSTM layer, there is a fully connected layer for feature fusion; finally, there is a fuzzy inference layer that outputs control commands.

[0047] The core algorithm formula is: (1) Calculation of dynamic minimum water level: ; in This is the lowest water level in the regulating reservoir (m). The specific weight of water (kN / m³) is taken as 10 kN / m³. A is the groundwater level elevation (m); A is the area of ​​the bottom slab of the storage tank (m²); G is the structural self-weight and superstructure load (kN), including the weight of the main structure, counterweight layer and planting soil layer.

[0048] (2) Leakage risk assessment formula: The preferred method is the analytic hierarchy process (AHP) to determine the weights of each influencing factor, combined with the fuzzy comprehensive evaluation method to calculate the leakage risk index R. ; in The membership degree is the water level difference. Strain membership degree of the water-stopping structure; Membership degree of leakage amount; This represents the membership degree of rainfall.

[0049] Based on the R-value, leakage risk is divided into 4 levels: Low risk Medium risk. High risk, This is extremely high risk.

[0050] (3) Calculation of grouting volume: ; Where Q is the required grout volume (L); w is the average crack width (mm); d is the average crack depth (mm); l is the crack length (m); 1.3 is the grout loss coefficient; and 1.2 is the crack filling coefficient.

[0051] The model training process is as follows: Data collection: Five years of historical monitoring data from 15 similar rainwater storage and regulation reservoir projects in China were collected, totaling 200,000 samples, including geological conditions, hydrological data, support structure deformation, leakage, and rainfall.

[0052] Data preprocessing: The original data is denoised, missing values ​​are filled, and Z-score is normalized to map the data to the interval [-1,1].

[0053] Dataset partitioning: The dataset is divided into training set, validation set and test set in a ratio of 7:2:1.

[0054] Model training: The Adam optimizer is preferred, with a learning rate of 0.001, a batch size of 32, and 150 training epochs. Early stopping is preferred to prevent overfitting.

[0055] Model validation: The model was validated using a test set. The results showed that the model's accuracy rate for leakage risk warning was 97.1%, and the water level control error was less than 4 cm, which met the engineering requirements.

[0056] Model deployment: The trained model is converted into ONNX format and deployed to the intelligent control terminal to achieve real-time inference and control.

[0057] The above structure can solve the problem of easy floating and cracking, and real-time monitoring facilitates timely handling and maintenance, making later maintenance efficient, responsive, and suitable for long-term use.

[0058] The above embodiments are merely preferred technical solutions of the present invention and should not be considered as limitations on the present invention. The scope of protection of the present invention should be limited to the technical solutions described in the claims, including equivalent substitutions of the technical features described in the claims. That is, equivalent substitutions and improvements within this scope are also within the scope of protection of the present invention.

Claims

1. A composite support method for a primary rainwater storage tank, characterized by: Includes the following steps: S1. Level the site, accurately lay out the lines, and set up monitoring benchmark points; S2, Construction gradient stiffness water-stop curtain and cast-in-place pile retaining wall; S3. Pretreatment of the upper slope area, graded excavation of the slope, laying of geogrid, pouring of phase change impermeable layer and shotcrete; S4. Layered excavation of the foundation pit, with internal support during construction; S5. Pour a concrete cushion layer and lay a rubber elastic cushion layer and pressure sensor; Construct a reinforced concrete base slab, then grout after the cast-in-place piles are installed; construct the side walls, beams, columns and top slab of the storage tank from bottom to top, and pour waterproof concrete between the cast-in-place pile retaining wall and the side wall. S6. Construction of the top slab counterweight layer and planting soil, and backfilling and compaction between the side walls and retaining piles; S7. Install sensors and intelligent control terminals, and set up and debug the dynamic water storage regulation system; S8. Final acceptance.

2. The composite support method for a primary rainwater storage tank according to claim 1, characterized in that: In S3, the slope is graded at a ratio of 1:1.75, with each grade having a height of 3-8m and platforms between slopes; each layer is laid with bidirectional geogrid. The platform and the foot of the slope are planted with flood-tolerant native plants and ecological intercepting ditches are set up.

3. The composite support method for a primary rainwater storage tank according to claim 1, characterized in that: In S2, for bored piles with a diameter greater than 0.8m, waterproof concrete sidewalls are poured on the inner side, shear keys are set between the pile and the sidewall, and 1-3 grouting pipes are set at the pile tip and on the pile side. Cement-water glass double liquid grout is injected 7 days after the concrete is poured. The water-stopping curtain includes a layered gradient water-stopping structure, with double-row cement-soil mixing piles constructed in the shallow layer of 0-10m; MJS method piles constructed in the deep layer of 10-25m; and triple-tube high-pressure jet grouting piles reinforced at the junction of soft and hard soil layers. In S4, friction dampers and prestressed steel strands are installed at the connection between the internal support and the capping beam and waist beam of the cast-in-place pile.

4. The composite support method for a first-rainwater storage tank according to claim 1, characterized in that: in In S2, a pre-embedded microbial self-healing system is set up, including PVC grouting pipes pre-embedded in the water-stop curtain, with Bacillus pasteurellii inoculant and nutrient salt capsules pre-filled in the pipes; microcapsules are added into the concrete of the water-stop curtain. Fiber optic liquid level sensors and strain sensors are arranged on both the inner and outer sides of the water-stop curtain to form a leakage monitoring and early warning subsystem, which monitors the water level difference and curtain deformation in real time.

5. The composite support method for a first-rainwater storage tank according to claim 1, characterized in that: in In S7, the dynamic water storage control system intelligently controls the minimum water level of the storage tank based on groundwater level monitoring data. When the groundwater level is higher than the warning level, retain 1 / 3 of the pool's capacity for rainwater; when the groundwater level is lower than the warning level, empty the pool. The system includes a buoyancy recovery and utilization device, including a hydraulic power generation module, to generate electricity for the system and lighting.

6. The composite support method for a primary rainwater storage tank according to any one of claims 1-5, characterized in that: Various sensors are deployed around the foundation pit, support structure, grouting pipes, and inside the regulating tank. Data is transmitted to an intelligent control terminal via a 5G network for: Real-time monitoring of foundation pit deformation, support stress, and groundwater level; Automatic early warning of risks such as leakage and slope instability; Intelligent control for dynamic regulation of water storage and activation of the self-repair system; Long-term assessment and prediction of structural health status.

7. The composite support method for a primary rainwater storage tank according to claim 6, characterized in that: After being put into use, the following steps are included: S91. The sensor acquires real-time information on groundwater level, crack conditions, seepage, and pressure. S92, The built-in LSTM-fuzzy control model of the intelligent control terminal analyzes and processes the data; S93, LSTM-fuzzy control model analyzes and processes the acquired data and outputs results; The output results include grouting location and grouting volume, pumping rate and time, early warning information, safety information, or everything is normal; S94. The intelligent control terminal issues control commands based on the output results to complete grouting, pumping or early warning. or Everything is normal, no control commands or normal prompts are displayed; S95. Continue monitoring.

8. A composite support structure for a rainwater storage tank, characterized in that: The method of composite support for the first rainwater storage tank according to any one of claims 1-7 includes a retaining structure (3) and a foundation pit (1) located inside the retaining structure (3), with the storage tank located inside the foundation pit (1); The outer side of the enclosure structure (3) is equipped with a water-stopping structure (4); the top of the storage tank is equipped with a counterweight layer (601) and a planting soil layer (602). The upper part of the foundation pit (1) is provided with a slope section (5); The counterweight layer (601) and the planting soil layer (602) completely cover the slope section (5) or partially cover the slope section (5).

9. The composite support structure for a rainwater storage tank according to claim 8, characterized in that: The storage tank is provided with a concrete cushion layer (201) at the bottom of the foundation pit (1), a rubber elastic cushion layer (202) is provided on the concrete cushion layer (201), and a reinforced concrete base plate (203) is provided on the rubber elastic cushion layer (202). The foundation pit (1) has a side wall (204) on its side wall, a top plate (206) on the top of the side wall (204), and several beams (205) located at the bottom of the top plate (206) on the top of the side wall (204). The retaining structure (3) includes multiple bored piles (301), waterproof concrete sidewalls (204) are poured inside the bored piles (301), and shear keys are set between the bored piles (301) and the sidewalls (204); The storage tank is equipped with several pipes, including inlet pipes and outlet pipes. The hydroelectric power generation module is located at the outlet pipe and is used for power generation. The rubber elastic pad (202) is provided with a first sensor (701), and the bottom of the top plate (206) is provided with a second sensor (702). The water pressure power generation module, the first sensor (701), and the second sensor (702) are connected to an external intelligent control terminal.

10. The composite support structure for a primary rainwater storage tank according to claim 8, characterized in that: The water-stopping structure (4) includes double-row cement-soil mixing piles (402) set in the shallow layer of 0-10m, MJS method piles (401) set in the deep layer of 10-25m, and jet grouting piles (403) set at the junction of soft and hard soil layers and on the outermost side. Several grouting pipe fittings (404) are provided in the gap between the MJS method pile (401), double-row cement-soil mixing pile (402), jet grouting pile (403), retaining structure (3) and the side wall (204) of the storage tank; the grouting pipe fittings (404) are used to grout to form a reinforced grouting layer (406) and to replenish grout later; Grouting fitting (404) is externally connected to grout inlet pipe (405), and grout inlet pipe (405) is externally connected to grout delivery equipment; The water-stopping structure (4) contains several microcapsules and a third sensor (703); the third sensor (703) and the slurry delivery equipment are connected to an external intelligent control terminal; A bidirectional grid (501) is provided on the slope section (5), and a concrete spraying layer (502) is provided on the bidirectional grid (501). The top and bottom of the slope section (5) are equipped with intercepting ditches (503).

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