Construction method of rapid drainage system of urban sidewalk

Abstract

The invention discloses a construction method of an urban sidewalk rapid drainage system and belongs to the technical field of urban road drainage construction. An existing urban sidewalk drainage system is prone to water accumulation and sedimentation and inconvenient to maintain, and traffic safety and drainage efficiency are affected. According to the method, firstly, a water collecting groove structure is constructed on a sidewalk roadbed, the side wall of the water collecting groove structure is an unequal-height guide flushing slope surface, the groove bottom is in a slope type V shape or an arc shape and is connected with a dredging opening and a dredging well, and perforated longitudinal water collecting pipes wrapped with permeable geotechnical cloth are laid at the groove bottom and communicate transverse water collecting pipes to a municipal rainwater pipe network; a vertical flushing pipe with the bottom end higher than the longitudinal water collecting pipe is fixed in the water collecting tank; a first gravel layer is backfilled, and a water-permeable geotextile layer is laid; paving a second gravel layer and a pervious concrete surface layer, and curing; and finally, a water permeable brick pavement layer is paved, and an access hole is reserved corresponding to the vertical flushing pipe. The method is used for constructing an efficient drainage system, rapid drainage of the sidewalk is achieved, siltation is reduced, and later maintenance is facilitated.

Description

Technical Field

[0001] This invention relates to the field of urban road construction technology. More specifically, this invention relates to a construction method for a rapid drainage system for urban sidewalks. Background Technology

[0002] In urban road construction, sidewalks, as the core area for pedestrian traffic, have drainage performance that directly affects pedestrian safety and user experience. Current urban sidewalk drainage systems often employ traditional shallow ditch drainage or rely solely on road slope to guide curb drainage. These methods have revealed numerous problems in practical use, failing to meet the rapid drainage needs during rainy seasons or periods of concentrated rainfall. These issues are particularly prominent in the technical scenarios addressed in the claims.

[0003] The existing drainage system's base layer water collection structure design has significant flaws. Most collection channels employ a uniform depth sidewall and flat bottom construction, causing rainwater to stagnate within the channel and failing to achieve directional collection. On one hand, the uniform depth sidewalls cannot guide water flow to generate scouring force, allowing debris such as mud and fallen leaves washed down from the road surface to easily accumulate at the bottom of the collection channel. Over time, this reduces the water collection space and significantly decreases drainage efficiency. On the other hand, the flat bottom structure lacks slope guidance, requiring rainwater to overflow the channel opening before flowing into subsequent pipes. This not only prolongs drainage time but also easily leads to water accumulation on sidewalks, especially in older urban areas or flat areas where the problem is more pronounced. The simplistic design results in collection channels lacking both active water collection capacity and self-cleaning function. This deficiency stems from insufficient consideration of rainwater flow characteristics during construction design, prioritizing structural simplicity while neglecting actual drainage needs. Summary of the Invention

[0004] Another objective of this invention is to provide a construction method for a rapid drainage system for urban sidewalks. Existing urban sidewalk drainage systems suffer from low drainage efficiency, rainwater easily accumulates on the road surface, and the water collection structure is prone to clogging, making cleaning and maintenance difficult. Traditional water collection troughs lack guiding design, resulting in slow rainwater collection, easy blockage of pipes by silt, and a lack of convenient flushing and cleaning channels, affecting the long-term stability of the drainage system.

[0005] After the permeable concrete pavement is constructed, there is a lack of effective means to verify its permeability. Construction residues or potential siltation problems are easily overlooked, requiring rework when they are discovered later, increasing costs. Existing technologies do not include a performance testing step before paving, making it impossible to activate the system's drainage capacity in advance, which can easily leave drainage problems.

[0006] During hydraulic flushing, the type of fault cannot be accurately determined, and adjusting the flushing mode based solely on experience may result in incomplete flushing or wasted resources. The lack of real-time monitoring and intelligent diagnostics of the flushing process makes it difficult to pinpoint the type of blockage and implement targeted flushing strategies.

[0007] During fault diagnosis, the feature extraction from the pressure-flow response curve is incomplete, and the similarity comparison method is simplistic, easily leading to misdiagnosis or missed diagnosis. Existing diagnostic methods do not construct a comprehensive feature vector, making it impossible to accurately match fault models and affecting diagnostic accuracy.

[0008] Inadequate curing methods for permeable concrete surfaces result in insufficient curing, affecting their strength and permeability. Furthermore, the lack of verification of drainage connectivity after curing can lead to hidden problems. Traditional curing methods fail to utilize drainage structures for water storage, resulting in low curing efficiency, and there is a lack of effective means to test drainage connectivity.

[0009] To achieve these objectives and other advantages according to the present invention, a construction method for a rapid drainage system for urban sidewalks is provided, comprising the following steps: S1. Construction of the base drainage structure: Construct a water collection trough structure on the sidewalk subgrade. The water collection trough structure includes a water collection trough body formed by cast-in-place concrete. The side wall structure of the water collection trough body is a structure with different heights, higher facing the inside of the road and lower facing the curb, to form a guiding flushing slope. The bottom plate of the water collection trough body is constructed as a V-shaped or arc-shaped ditch bottom with a slope along the length direction. Its lowest line is located on the side close to the curb. A sludge removal port is set at the end of the water collection trough body on the side close to the curb. The sludge removal port is connected to the lowest point of the V-shaped or arc-shaped ditch bottom, and the sludge removal port is connected to the sludge removal well through a pipe. Longitudinal water collection pipes are laid along the lowest line of the V-shaped or arc-shaped ditch bottom. Multiple perforations are provided on the longitudinal water collection pipes at intervals, and the outer periphery of the longitudinal water collection pipes is wrapped with permeable geotextile when they are laid. Transverse water collection pipes are connected to the longitudinal water collection pipes, and the transverse water collection pipes are connected to the municipal rainwater pipe network. On the side near the curbstone, the lower section of at least one vertical flushing pipe is fixed in the water collection tank, with its bottom opening located in the internal space of the water collection tank body and higher than the longitudinal water collection pipe. The top of the vertical flushing pipe is provided with an openable and closable sealing cap. S2. Integrated crushed stone backfilling and covering: The first crushed stone layer is backfilled in and around the water collection trough, and the first crushed stone layer is flush with the top surface of the water collection trough; a permeable geotextile layer is laid on the first crushed stone layer. S3. Construction of permeable structural layer with flushing channel: On the permeable geotextile layer, first lay the second crushed stone layer and then lay the permeable concrete surface layer, and then cure it. S4. Pavement construction: On the permeable concrete surface layer after curing, a permeable brick paving layer is laid. The vertical flushing pipe passes through the first crushed stone layer, the second crushed stone layer, and the permeable concrete surface layer in sequence. At the position of the sealing cap at the top of the vertical flushing pipe, an inspection port for the sealing cap is reserved in the permeable brick paving layer.

[0010] Preferably, in step S3, after laying and curing the permeable concrete surface layer, an additional permeability verification and activation process is added, specifically including the following steps: After the permeable concrete surface layer has completed its curing period and before laying the permeable brick paving layer in step S4, a portion of the area is selected and injected with a measured amount of clean water through a vertical flushing pipe. A detection device is installed at the connection well between the horizontal water collection pipe and the municipal stormwater pipe network to measure the total drainage time of a quantitative amount of clean water from injection to complete discharge. The measured total drainage time is compared with the preset standard drainage time threshold. If the actual total drainage time exceeds the standard drainage time threshold, a hydraulic activation procedure is performed through the vertical flushing pipe. Specifically, intermittent pulsed water flow is applied at a specific pressure and flow rate to forcefully flush the internal space of the water collection tank and the longitudinal water collection pipe below, in order to remove construction residues and potential siltation.

[0011] Preferably, data acquisition and intelligent diagnostics are performed simultaneously during the hydraulic activation process, specifically including: A pressure sensor and a flow sensor are connected to the vertical flushing pipe to collect and record the pipe pressure and flow values ​​in real time during the application of pulsed water flow, and generate a pressure-flow response curve. The pressure sensor and the flow sensor are both connected to the control unit. The control unit has a pre-stored typical fault characteristic model, and the pressure-flow response curve is compared and analyzed with the typical fault characteristic model; If the curve shows a periodic surge and drop in pipeline pressure, the control unit diagnoses it as a structural blockage, indicating that there is localized siltation or foreign matter inside the longitudinal water collection pipe. After diagnosis, the control unit generates and issues control commands to switch the flushing mode of the hydraulic activation program from intermittent pulsed water flow to constant high-pressure steady flow flushing, and to extend the duration of a single continuous flush in order to concentrate fluid energy to impact and remove local blockages in the longitudinal water collection pipe.

[0012] Preferably, during the constant high-pressure steady-flow flushing process, the control unit performs closed-loop feedback control, specifically including the following steps: Real-time flow data is continuously collected by flow sensors, and the moving average value is calculated by the control unit as an indicator of flow stability. The control unit compares the flow stability index with the pre-stored stable flow threshold. When the flow stability index is not lower than the stable flow threshold and the maintenance time reaches the first preset duration, it is determined that the local blockage in the longitudinal water collection pipe has been removed. Once the aforementioned conditions are met, the control unit automatically stops the operation of the constant high-pressure steady-flow flushing mode and generates a confirmation signal indicating that the system has returned to normal.

[0013] Preferably, the control unit is configured to perform a comparative analysis between the pressure-flow response curve and the typical fault characteristic model through the following steps: A1. The control unit receives real-time synchronization data from the pressure sensor and the flow sensor, and performs filtering and noise reduction processing on the pressure-flow response curve; performs the following operations: The denoised pressure signal is transformed in the time-frequency domain to extract its signal energy distribution in the preset frequency band, so as to form the first feature vector. Extract the decay time constant of the flow signal under unit pressure pulse excitation to form the second feature vector; Calculate the ratio between the instantaneous value of the pressure signal and the instantaneous value of the flow signal, and extract the characteristic values ​​of the ratio as a function of time to form a third feature vector; A2. The control unit normalizes and concatenates the first feature vector, the second feature vector, and the third feature vector to generate a comprehensive fault feature vector; then, a similarity calculation algorithm is used to calculate the similarity value between the comprehensive fault feature vector and each model feature vector in the pre-stored typical fault feature model. A3. The control unit compares the calculated highest similarity value with a preset similarity threshold: if the highest similarity value is greater than or equal to the preset similarity threshold, it determines that the current state matches the fault type corresponding to the highest similarity value, and generates a flushing control command corresponding to the fault type; if the highest similarity value is less than the preset similarity threshold, it determines that it is an unknown fault state, and generates a command to trigger an alarm.

[0014] Preferably, the typical fault characteristic model includes at least the following three types: The local hard blockage model is characterized by its corresponding feature vector, which is used to characterize the presence of a single high-energy pulse in the pressure signal within a specific frequency band, and the attenuation time constant of the flow signal is less than a first threshold. The dispersed soft siltation model has a corresponding eigenvector that characterizes the integral value of the pressure signal energy in the low-frequency band as greater than the second threshold and the attenuation time constant of the flow signal as greater than the third threshold. The pipeline unobstructed model, whose corresponding eigenvector is used to characterize that the total energy of the pressure signal in the entire frequency band is less than the fourth threshold, and the attenuation time constant of the flow signal is within a predetermined reference range.

[0015] Preferably, in step S3, the curing method for the permeable concrete surface layer includes the following steps: After the permeable concrete surface layer is poured and compacted, and before initial setting, the sludge removal port and the connection between the horizontal water collection pipe and the municipal stormwater pipe network are sealed to form a temporary water storage chamber within the water collection trough structure; curing water is injected into the water storage chamber through at least one vertical flushing pipe until the water level submerges the longitudinal water collection pipe. Seal the top cap of the vertical flushing pipe and allow it to cure for no less than 7 days; After the maintenance period, the sludge removal port is unsealed, and the horizontal water collection pipe is connected to the municipal stormwater pipe network. The sealing cover of any vertical flushing pipe is opened again, and a predetermined amount of test water is injected through the pipe. The water level changes in adjacent vertical flushing pipes and the water flow at the outlet of the municipal stormwater pipe network are observed simultaneously to verify the connectivity of the drainage path. After the verification is qualified, the sealing cover of the vertical flushing pipe is finally closed, and then the construction of step S4 is carried out.

[0016] Preferably, the connectivity of the drainage path is verified using the dynamic response method, and the acceptance criteria include: a) During the continuous injection of test water into any vertical flushing pipe, the water level inside at least two adjacent vertical flushing pipes rises continuously within 30 seconds after the start of water injection. b) Starting from the start of injecting test water into the vertical flushing pipe, water flow can be observed continuously for more than 5 seconds within 60 seconds at the outlet of the municipal stormwater pipe network. The verification can only be deemed successful if both conditions a and b are met.

[0017] The present invention has at least the following beneficial effects: First, this invention can construct a highly efficient directional drainage system, significantly improving rainwater discharge capacity. Through the structural design of unequal-height water collection trough sidewalls and sloping ditch bottoms, combined with the filtration effect of perforated water collection pipes and permeable geotextiles, rainwater can be directionally collected and rapidly discharged, reducing the risk of silt blockage; the double-layer permeable surface layer of permeable concrete and permeable bricks accelerates surface water infiltration, preventing road surface water accumulation from the source and ensuring pedestrian safety.

[0018] Secondly, this invention enables pre-construction quality control, reducing potential problems and costs later on. A permeability verification process is added before paving layer construction. Through quantitative water injection testing and intermittent pulsed water flushing, construction residues and initial siltation are removed in advance, avoiding the need for disassembly and rework if problems are discovered later. The selection of common equipment and standardized process design further control construction costs and ensure that the drainage system meets performance standards.

[0019] Third, this invention enables precise intelligent operation and maintenance, improving system management efficiency. By collecting data in real time through pressure and flow sensors, and combining multi-dimensional feature extraction with comparison of typical fault models, it accurately identifies problems such as hard blockages and soft sludge. Closed-loop feedback control automatically switches flushing modes and stops operation based on flow stability indicators, reducing manual intervention and avoiding resource waste. A dual alarm mechanism promptly reports anomalies, ensuring the scientific nature of operation and maintenance.

[0020] Fourth, this invention enhances system stability and traceability, and extends service life. The water collection tank is used to construct a water storage and maintenance system, ensuring full hydration of the permeable concrete; the dynamic response method's quantitative verification standard accurately determines drainage path connectivity through water level changes and outflow time, avoiding subjective errors; the storage function of verification reports and operation and maintenance data provides a basis for project traceability, comprehensively improving the long-term reliability of the system.

[0021] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Detailed Implementation

[0022] The present invention will be further described in detail below with reference to embodiments, so that those skilled in the art can implement it based on the description.

[0023] This invention provides a construction method for a rapid drainage system for urban sidewalks, comprising the following steps: S1. Construction of the base drainage structure: Construct a water collection trough structure on the sidewalk subgrade. The water collection trough structure includes a water collection trough body formed by cast-in-place concrete. The side walls of the water collection trough body are constructed with unequal heights, higher on the side facing the road and lower on the side facing the curb, to form a guiding flushing slope. The bottom plate of the water collection trough body is constructed as a V-shaped or arc-shaped ditch bottom with a slope along its length, with its lowest line located on the side closest to the curb. A sludge removal port is set at the end of the water collection trough body near the curb, and the sludge removal port is connected to the lowest point of the V-shaped or arc-shaped ditch bottom, and the sludge removal port is connected to the sludge removal well through a pipe. The water collection trough body can be cast with C25 cast-in-place concrete. The height of the side walls facing the road can be set to 30cm, and the height facing the curb can be set to 20cm, forming a 10cm height difference to construct a guiding flushing slope. The slope of the V-shaped ditch bottom can be set at 1.5%, and the width of the ditch bottom can be set at 40cm. The horizontal distance between its lowest line and the curbstone should not exceed 15cm. The dredging outlet can be made of 100mm diameter PVC pipe and fixed to the lowest point of the V-shaped ditch bottom by concrete pouring. The dredging outlet is connected to the dredging well through a 150mm diameter HDPE pipe, and the slope of the connecting pipe can be set at 2%. The dredging well is an inspection well independent of the municipal stormwater pipe network. Its bottom elevation is lower than the lowest point of the collection ditch bottom, which facilitates the concentrated sedimentation of silt and regular mechanical cleaning. The dredging well is hydraulically connected to the municipal stormwater pipe network through an overflow pipe or a separately connected pipe to ensure redundancy of the drainage path in extreme cases. A longitudinal drainage pipe is laid along the lowest line of the V-shaped or arc-shaped trench bottom. The longitudinal drainage pipe has multiple perforations at intervals and is wrapped with permeable geotextile during laying. A transverse drainage pipe is connected to the longitudinal drainage pipe and is connected to the municipal stormwater pipe network. The longitudinal drainage pipe can be a 110mm diameter perforated PE pipe with a perforation diameter of 8mm and a perforation spacing of 15cm. The permeable geotextile wrapped around the perimeter can be a 400g / ㎡ short-fiber needle-punched nonwoven geotextile. The transverse drainage pipe can be a 160mm diameter PE pipe and is connected to the longitudinal drainage pipe through a tee joint. A filter screen can be installed at the interface of the transverse drainage pipe where it connects to the municipal stormwater pipe network. On the side near the curbstone, fix the lower section of at least one vertical flushing pipe into the water collection tank, so that its bottom opening is located in the internal space of the water collection tank body and is higher than the longitudinal water collection pipe (the vertical distance between the bottom opening of the vertical flushing pipe and the top of the longitudinal water collection pipe is controlled within the range of 5-15cm), and the top of the vertical flushing pipe is equipped with an openable and closable sealing cap. S2. Integrated Crushed Stone Backfilling and Covering: A first crushed stone layer is backfilled within and around the water collection trough, flush with the top surface of the trough. A permeable geotextile layer is then laid on top of the first crushed stone layer. For integrated crushed stone backfilling, the first crushed stone layer can be made of granite with a particle size of 20-30mm. The backfill thickness is flush with the top surface of the water collection trough, typically 30cm. After backfilling, it must be compacted using a plate vibrator. The permeable geotextile layer can be made of geotextile of the same specifications as the outer perimeter of the longitudinal water collection pipe. When laying it, it must cover the entire top surface of the first crushed stone layer, with an overlap width of not less than 20cm. The overlaps are bonded using geotextile-specific adhesive. S3. Construction of Permeable Structure Layer with Flushing Channel: On the permeable geotextile layer, first lay the second crushed stone layer, then the permeable concrete surface layer, and cure it. The second crushed stone layer can be limestone crushed stone with a particle size of 10-20mm, and the laying thickness can be set at 15cm. It also needs to be vibrated and compacted. The strength grade of the permeable concrete surface layer can be C30, and its permeability coefficient should not be less than 1.0×10⁻² cm / s. To achieve this balance between strength and permeability, the recommended mix proportion is: 420kg / m³ of PO 42.5 grade cement, 5-10mm single-size basalt coarse aggregate, water-cement ratio of 0.28, and 3% of reinforced polycarboxylate superplasticizer by weight of cement. The laying thickness can be set at 10cm. After pouring, use an immersion vibrator to compact it. Finishing should be done before initial setting, and the curing time should not be less than 7 days. S4. Pavement Construction: On the cured permeable concrete surface layer, a permeable brick paving layer is laid. The vertical flushing pipe passes sequentially through the first crushed stone layer, the second crushed stone layer, and the permeable concrete surface layer. A maintenance port for the sealing cap is pre-installed in the permeable brick paving layer at the location corresponding to the top sealing cap of the vertical flushing pipe. The permeable bricks can be 200mm×100mm×60mm ceramic permeable bricks with a permeability coefficient of not less than 1×10⁻³cm / s. Dry-hardened cement mortar is used for leveling during installation. The mortar strength grade can be set to M10, and the brick joint width can be set to 5mm, using medium sand for grouting. The vertical flushing pipe can be an 80mm diameter stainless steel pipe. The lower section is fixed to the side wall of the water collection trough with expansion bolts. The bottom opening is at least 10cm from the top of the longitudinal water collection pipe. The top sealing cap can be a threaded sealing cap with a rubber sealing ring. Corresponding to the location of the vertical flushing pipe, the size of the inspection port reserved in the permeable brick pavement layer can be set to 100mm×100mm. The edge of the inspection port is finished with cement mortar, and the sealing cap is flush with the pavement layer after installation. The first crushed stone layer mainly serves to support and form a stable drainage channel. Therefore, granite crushed stone with a larger particle size (20-30mm) and sharp edges is selected to maintain a high porosity. The second crushed stone layer mainly serves to level, filter, and uniformly transfer the load. Therefore, limestone crushed stone with a smaller particle size (10-20mm) is selected to form a denser base layer, which facilitates the construction of the permeable concrete surface layer. By adopting this technical solution, the present invention constructs an efficient base drainage system. C25 concrete water collection troughs and stainless steel flushing pipes enhance structural durability. Uneven sidewalls and sloping ditch bottoms guide rainwater to quickly collect and discharge. Permeable geotextile and filter screens double-intercept silt to reduce pipe blockage. Vertical flushing pipes and inspection ports work together to achieve excavation-free maintenance, which not only ensures drainage efficiency but also reduces later operation and maintenance costs, and improves the overall pedestrian safety and system stability.

[0024] According to another embodiment of the present invention, in step S3, after laying and curing the permeable concrete surface layer, a permeability verification and activation process is added, specifically including the following steps: After the permeable concrete surface layer has completed its curing period and before laying the permeable brick paving layer in step S4, a selected area is injected with a measured amount of clean water through a vertical flushing pipe. The selected verification area can be a sidewalk corner or a section of road with a large drainage load, with an area of ​​2m × 2m. This area must include at least two vertical flushing pipes. The amount of clean water injected can be set to 0.5m³ based on the area area. A small submersible pump can be used for injection, with a flow rate of 50L / min, connected to the vertical flushing pipe via a hose. The detection device installed at the connection well between the horizontal water collection pipe and the municipal stormwater network can be an ultrasonic flow meter with a measurement range of 0-10m³ / h and an accuracy of ±1%, and is equipped with a stopwatch to record the drainage time. A detection device is installed at the connection well between the horizontal water collection pipe and the municipal stormwater pipe network to measure the total drainage time of a quantitative amount of clean water from injection to complete discharge. The measured total drainage time is compared with the preset standard drainage time threshold. The preset standard drainage time threshold can be set to 60s based on the parameters of the permeable concrete surface layer and the crushed stone layer. If the actual total drainage time exceeds 60s, the hydraulic activation procedure is executed. If the actual total drainage time exceeds the standard drainage time threshold, a hydraulic activation procedure is executed through the vertical flushing pipe. Specifically, this involves applying intermittent pulsed water flow at a specific pressure and flow rate to powerfully flush the internal space of the lower water collection tank and the longitudinal water collection pipe, removing construction residues and potential siltation. The hydraulic activation procedure can use a high-pressure washer with a working pressure of 10 MPa and a flow rate of 80 L / min, connected to the vertical flushing pipe via a dedicated connector. The pulse cycle of the intermittent pulsed water flow can be set to 5 seconds (3 seconds of water flow followed by 2 seconds of water stoppage), and the flushing time can be set to 10-15 minutes depending on the siltation level. By adopting this technical solution, the present invention can test the permeability performance in advance before the construction of the paving layer, avoiding large-scale rework caused by hidden drainage problems in the later stage; intermittent pulse water flow can effectively remove construction residues and initial siltation, and activate the system's drainage capacity without dismantling the structure; the selection of common equipment reduces construction costs, and the two verification processes ensure that the performance meets the standards, providing drainage guarantee for the normal use of the sidewalk in the future.

[0025] According to another embodiment of the present invention, it should be understood that the intelligent diagnostic function of the present invention is a preferred high-level implementation, and its stable operation depends on precise sensor installation and regular system calibration. During implementation, the installation locations of the pressure sensor and flow sensor should avoid areas of strong water turbulence, and the wiring terminals should be properly waterproofed. It is recommended to perform sensor reading calibration before each start of the hydraulic activation program. During the execution of the hydraulic activation program, data acquisition and intelligent diagnostics are performed simultaneously, specifically including: A pressure sensor and a flow sensor are connected to the vertical flushing pipe to collect and record the pipe pressure and flow values ​​in real time during the application of pulsed water flow, generating a pressure-flow response curve. Both the pressure sensor and the flow sensor are connected to the control unit. The pressure sensor can be a diffused silicon pressure sensor with a range of 0-20MPa and an accuracy of ±0.5%FS, while the flow sensor can be an electromagnetic flow meter with a range of 0-200L / min and an accuracy of ±0.2%FS. Both are installed on a dedicated detection section of the vertical flushing pipe via threaded interfaces. The control unit can be a PLC controller with at least 16 input / output points, equipped with a touchscreen for parameter setting and data display. The sensors are connected to the controller via signal cables, and data transmission is via 4-20mA analog signals. The control unit has a pre-stored typical fault characteristic model, and the pressure-flow response curve is compared and analyzed with the typical fault characteristic model; If the curve shows periodic sudden increases and decreases in pipe pressure, the control unit diagnoses it as a structural blockage, indicating a localized blockage or foreign object inside the longitudinal water collection pipe. A pre-stored typical fault characteristic model in the control unit can be constructed from previous test data and stored in the controller's memory. When intermittent pulsed water flow is applied, the controller collects pressure and flow data in real time, with a sampling frequency of 10Hz. The generated pressure-flow response curve is displayed in real time on the touchscreen. If the curve shows periodic sudden increases and decreases in pipe pressure of 0.5-1MPa within 0.5-1s, accompanied by simultaneous large fluctuations in flow, it is diagnosed as a structural blockage. The physical mechanism of this periodic sudden increase and decrease in pipe pressure is as follows: when there is a localized blockage or foreign object inside the longitudinal water collection pipe, the flow cross-section suddenly decreases. Under the excitation of intermittent pulsed water flow, the fluid's kinetic and potential energy undergoes a violent conversion and release at this narrow point, forming a "water hammer" effect and periodic eddies, resulting in large-amplitude periodic oscillations in the pressure value detected by the pressure sensor within a very short time. Specifically, this manifests as follows: on the pressure-flow response curve, the pressure signal exhibits periodic, severe fluctuations in the form of a sinusoidal wave or pulse wave with an amplitude of 0.5-1 MPa within a time window of 0.5-1 second, based on the base pressure. Simultaneously, due to the intermittent and regular obstruction and release of the flow channel, the flow signal synchronously exhibits large fluctuations that are either out of phase or in phase with the pressure fluctuations. The control system diagnoses this specific, strongly correlated pressure and flow coordinated oscillation pattern as a deterministic characteristic of "structural blockage." After diagnosis, the control unit generates and issues control commands to switch the rinsing mode of the hydraulic activation program from intermittent pulsed water flow to constant high-pressure steady-flow rinsing, and extends the duration of a single continuous rinse to concentrate fluid energy to impact and remove local blockages in the longitudinal water collection pipe. The control commands issued by the control unit control the working mode of the high-pressure washer via relays. After switching, the constant high-pressure steady-flow rinsing pressure can be set to 15MPa, the flow rate maintained at 80L / min, and the single continuous rinsing time extended to 20min. The high-pressure washer's mode switching is achieved through a solenoid valve; the controller automatically triggers the solenoid valve based on the diagnostic results. The pressure and flow sensors must be installed away from areas of water flow disturbance to ensure data accuracy. The process of establishing a typical fault characteristic model includes the following steps: First, pressure and flow data under different fault conditions were collected through preliminary experiments. During the experiments, localized hard objects (such as stones), dispersed soft sediment (such as silt), and a non-clogging state were introduced into the simulated sidewalk drainage system to simulate actual operating conditions. Pressure and flow sensors were used to collect the pipe pressure and flow values ​​in real time during the application of pulsed water flow, generating pressure-flow response curves. The sampling frequency could be set to 10Hz to ensure data integrity. Secondly, the collected data is preprocessed, including denoising using a digital filtering algorithm (the filter coefficient can be set to 0.8), and then feature vectors are extracted. For pressure signals, time-frequency domain transformation (such as Fourier transform) is performed to extract the signal energy distribution within a preset frequency band (such as 0-100Hz), and the energy value is obtained by integration, forming the first feature vector. For flow signals, an exponential fitting algorithm (fitting error less than 5%) is used to extract the decay time constant under unit pressure pulse excitation, forming the second feature vector. At the same time, the ratio between the instantaneous value of the pressure signal and the instantaneous value of the flow signal is calculated, and the feature values ​​of this ratio changing with time (such as maximum, minimum, and average values) are extracted, forming the third feature vector. Then, the extracted first, second, and third feature vectors are normalized (using the maximum-minimum normalization method to map the values ​​to the 0-1 interval) and concatenated into a comprehensive fault feature vector. Through extensive experimental data, statistical analysis methods (such as cluster analysis or machine learning algorithms) are used to determine the feature vector thresholds for each fault type. For example, in the feature vector of the local hard blockage model, the corresponding feature vector characterizes that the normalized energy ratio of the pressure signal in the 10-20Hz frequency band is greater than 0.6, and the attenuation time constant of the flow signal is less than 2s; in the feature vector of the dispersed soft siltation model, the corresponding feature vector characterizes that the normalized energy integral value of the pressure signal in the 0-5Hz low-frequency band is greater than 0.7, and the attenuation time constant of the flow signal is greater than 8s; in the feature vector of the unobstructed pipeline model, the corresponding feature vector characterizes that the total normalized energy of the pressure signal in the entire frequency band is less than 0.2, and the attenuation time constant of the flow signal is within the baseline range of 3-6s. Finally, the established typical fault feature model is stored in the flash memory of the control unit, and a similarity threshold (such as 0.8) is set for real-time comparison. By adopting this technical solution, the present invention collects data in real time through high-precision sensors and combines it with a PLC controller to achieve accurate identification of blockage faults, avoiding the waste of resources caused by blind flushing; for structural blockages, it switches to a high-pressure steady flow mode to concentrate energy and improve the blockage removal efficiency; intelligent control reduces manual intervention, and the optimization of sensor installation position ensures data reliability, making the flushing process more scientific and efficient.

[0026] According to another embodiment of the present invention, during the constant high-pressure steady-flow flushing process, the control unit performs closed-loop feedback control, specifically including the following steps: Real-time flow data is continuously collected by a flow sensor, and the control unit calculates its moving average as a flow stability indicator. The flow sensor continuously collects real-time flow data, and the calculation cycle of the control unit can be set to 1 second. The calculation window for the moving average can be set to 10 data points, meaning the flow stability indicator is updated every 10 seconds. The pre-stored stable flow threshold can be set to 50 L / min based on the diameter of the horizontal water collection pipe. This threshold needs to be calibrated through multiple tests during system commissioning. The control unit compares the flow stability index with a pre-stored stable flow threshold. When the flow stability index remains above the stable flow threshold for a duration of a first preset time, it is determined that the local blockage in the longitudinal water collection pipe has been cleared. The first preset time can be set to 30 seconds, meaning that when the flow stability index remains above 50 L / min for 30 seconds, the blockage is determined to be cleared. The control unit uses an internal timer to determine the duration. Once the determination condition is met, it immediately sends a control signal to stop the high-pressure washer. At the same time, it displays a confirmation signal of "System returned to normal" on the touchscreen and records the flushing time, pressure, flow rate, and other data. The data can be stored for 30 days for later retrieval. Upon meeting the aforementioned criteria, the control unit automatically stops the operation of the constant high-pressure steady-flow flushing mode and generates a confirmation signal indicating that the system has returned to normal. If the flow stability index still fails to reach the threshold after 20 minutes of flushing, the control unit issues an alarm signal via a flashing touchscreen and a buzzer alarm, reminding staff to conduct a manual inspection. The flow stability index is calculated using an arithmetic mean method to ensure data smoothness and reduce the impact of instantaneous fluctuations. If constant high-pressure, steady-flow flushing continues for more than the preset maximum safe duration (e.g., 30 minutes), regardless of whether the flow stability index meets the standard, the control unit will forcibly stop flushing and issue the highest level alarm requiring manual intervention. This mechanism is designed to prevent energy waste and mechanical wear caused by prolonged idling of the equipment when encountering extreme blockages that cannot be flushed away. By adopting this technical solution, the present invention constructs closed-loop feedback control through the moving average of flow rate, accurately judges the blockage clearance status, and avoids equipment damage and water waste caused by excessive flushing; the data storage function provides a reference for later operation and maintenance; the dual alarm mechanism of touch screen and buzzer can promptly report abnormalities, prevent the fault from expanding, improve the reliability and intelligence level of system operation, and reduce the cost of manual monitoring.

[0027] According to another embodiment of the present invention, the control unit is configured to perform comparative analysis between the pressure-flow response curve and the typical fault characteristic model through the following steps: A1. The control unit receives real-time synchronization data from the pressure sensor and the flow sensor, performs filtering and noise reduction processing on the pressure-flow response curve, and performs the following operations: The denoised pressure signal is transformed in the time-frequency domain to extract its signal energy distribution in the preset frequency band, so as to form the first feature vector. Extract the decay time constant of the flow signal under unit pressure pulse excitation to form the second feature vector; Calculate the ratio between the instantaneous value of the pressure signal and the instantaneous value of the flow signal, and extract the characteristic values ​​of the ratio as a function of time to form a third feature vector; A2. The control unit normalizes and concatenates the first feature vector, the second feature vector, and the third feature vector to generate a comprehensive fault feature vector; then, a similarity calculation algorithm is used to calculate the similarity value between the comprehensive fault feature vector and each model feature vector in the pre-stored typical fault feature model. A3. The control unit compares the calculated highest similarity value with a preset similarity threshold: if the highest similarity value is greater than or equal to the preset similarity threshold, it determines that the current state matches the fault type corresponding to the highest similarity value, and generates a flushing control command corresponding to the fault type; if the highest similarity value is less than the preset similarity threshold, it determines that it is an unknown fault state, and generates a command to trigger an alarm. In the pressure-flow response curve processing, the real-time synchronous data received by the control unit is first denoised using a digital filtering algorithm, with the filtering coefficient set to 0.8. The denoised pressure signal is then subjected to a Fourier transform, with a preset frequency band of 0-100Hz. The signal energy distribution within this frequency band is extracted, and the energy value is calculated using integration to form the first feature vector, with a vector dimension of 8. The attenuation time constant of the flow signal is extracted using an exponential fitting algorithm, with a fitting error of less than 5%. This constant forms the second feature vector. The calculation period for the ratio of instantaneous pressure to flow rate is consistent with the data sampling period. The maximum, minimum, and average values ​​of this ratio are extracted to form the third feature vector. The normalization of the three feature vectors uses the maximum-minimum normalization method, mapping the values ​​to the 0-1 interval. The resulting composite fault feature vector has 11 dimensions. The similarity calculation algorithm can use the cosine similarity algorithm to calculate the similarity value between the composite feature vector and the feature vectors of each model. The preset similarity threshold can be set to 0.8. If the highest similarity value is ≥0.8, the controller generates a corresponding rinsing control command, which is transmitted to the high-pressure washer control system via RS485 bus; if the highest similarity value is <0.8, an alarm command is triggered, and the alarm signal can be transmitted to the monitoring center via wired connection. Feature vector extraction and calculation are both completed within the PLC controller, eliminating the need for external computing devices and ensuring real-time performance. By adopting this technical solution, the present invention improves the accuracy of fault diagnosis through filtering and noise reduction and multi-dimensional feature extraction; it reduces false positives and false negatives by combining feature vectors with cosine similarity algorithms; the RS485 bus transmission is stable and reliable, and the PLC internal calculation ensures real-time response; the unknown fault alarm mechanism provides dual protection for system safety and provides solid data support for precise flushing.

[0028] According to another embodiment of the present invention, the typical fault characteristic model includes at least three types: The local hard blockage model has a corresponding feature vector that characterizes the presence of a single high-energy pulse in the pressure signal within a specific frequency band, and the attenuation time constant of the flow signal is less than the first threshold. In the feature vector of the local hard blockage model, the specific frequency band can be set to 10-20Hz, the normalized energy value of the high-energy pulse in this frequency band can be set to be greater than 0.6, and the first threshold, i.e., the attenuation time constant of the flow signal, can be set to be less than 2s. The dispersed soft siltation model has an eigenvector that characterizes the energy integral of the pressure signal in the low-frequency band as greater than the second threshold and the attenuation time constant of the flow signal as greater than the third threshold. In the dispersed soft siltation model, the low-frequency band can be set to 0-5Hz, the second threshold of the normalized energy integral value in this band can be set to greater than 0.7, and the third threshold, i.e. the flow attenuation time constant, can be set to greater than 8s. The pipeline unobstructed model uses eigenvectors to characterize situations where the total energy of the pressure signal across the entire frequency band is less than a fourth threshold, and the attenuation time constant of the flow signal is within a predetermined reference range. The fourth threshold for the total normalized energy of the pressure signal across the entire frequency band can be set to less than 0.2, and the predetermined reference range for the attenuation time constant of the flow signal can be set to 3-6 seconds. The feature vector parameters of each model were determined through a large number of experiments. During the experiments, different blockages such as stones and mud were used to simulate different blockages, and the corresponding pressure and flow data were recorded. After statistical analysis, thresholds were set. The model feature vectors are stored in the control unit's flash memory and can be viewed and updated via a touchscreen. Updates require password verification to prevent accidental operations. The feature vectors of different models have clear distinguishability, avoiding misclassification due to cross-referencing. By adopting this technical solution, the present invention provides accurate fault feature comparison basis for intelligent diagnosis. The three models can effectively distinguish between local hard blockage, dispersed soft sludge and unobstructed pipe conditions, expanding the scope of diagnostic application. The parameters determined by the experiment ensure the reliability of the model, and the password verification mechanism ensures the security of model updates. The obvious distinguishability of the feature vectors avoids cross-judgment, improves the pertinence and reliability of the diagnosis, and provides accurate guidance for subsequent flushing control.

[0029] According to another embodiment of the present invention, in step S3, the curing method for the permeable concrete surface layer includes the following steps: After the permeable concrete surface layer is poured and compacted, but before initial setting, the sludge removal inlet and the connection between the horizontal water collection pipe and the municipal stormwater network are sealed to form a temporary water storage chamber within the collection trough structure. Curing water is injected into the storage chamber through at least one vertical flushing pipe until the water level submerges the longitudinal water collection pipe. Rubber plugs can be used to seal the sludge removal inlet and connection, with a Shore A70 hardness, and can be secured with bolts. The volume of the temporary water storage chamber is determined based on the length of the collection trough; for example, a 10m long collection trough would have a storage chamber volume of approximately 1.2m³. A centrifugal pump with a flow rate of 30L / min can be used to inject curing water through the vertical flushing pipe, with an injection time of approximately 40 minutes. The water level is monitored by a level gauge installed within the collection trough; a float-type level gauge with a measurement range of 0-50cm can be used. Seal the top cap of the vertical flushing pipe and allow it to cure for no less than 7 days; After the curing period, unseal the dredging outlet and connect the horizontal collection pipe to the municipal stormwater network. Reopen the sealing cap of any vertical flushing pipe and inject a predetermined amount of test water through it. Simultaneously observe the water level changes in adjacent vertical flushing pipes and the water flow at the municipal stormwater network outlet to verify the connectivity of the drainage path. After successful verification, finally close the sealing cap of the vertical flushing pipe and proceed to step S4. After closing the sealing cap at the top of the vertical flushing pipe, set up warning signs around it to prevent construction interference. The curing period is set at 14 days. During this period, the sealing cap's tightness must be checked regularly. If the water level drops by more than 5cm, water must be added promptly. After the curing period, remove the rubber plug and clean the filter screen at the horizontal collection pipe interface. The injection volume of test water can be set to 0.2 m³. The injection equipment is the same as that used for permeability verification. Observers need to simultaneously monitor the water level in adjacent vertical flushing pipes and the municipal stormwater network outlet. The water level changes in adjacent vertical flushing pipes can be measured using a graduated scale with an accuracy of 1 mm. The water flow at the municipal stormwater network outlet can be observed using a transparent observation tube installed at the outlet. After successful verification, the sealing cap must be coated with anti-rust oil before being closed to ensure long-term sealing. This invention utilizes a water collection trough to construct a simple water storage and curing system. The sealing of the rubber plugs ensures sufficient curing water, allowing the permeable concrete to fully hydrate and improving its strength and permeability. After curing, the connectivity of the drainage path is verified simultaneously to identify hidden problems in advance. Rust-preventive oil treatment extends the service life of the sealing cap, and the scale and transparent observation tube make the verification results intuitive and reliable. By combining curing and testing, the construction process is simplified while ensuring project quality.

[0030] According to another aspect of the present invention, the connectivity of the drainage path is verified using a dynamic response method, and the pass / fail criteria include: a) During the continuous injection of test water into any vertical flushing pipe, the water level inside at least two adjacent vertical flushing pipes rises continuously within 30 seconds after the start of water injection; the flow rate of test water injected into the vertical flushing pipe can be set to 40L / min. During the continuous injection, a stopwatch is used to time the water level changes of adjacent vertical flushing pipes within 30 seconds through the scale. The continuous rise in water level of not less than 2cm is considered to meet condition a. b) Starting from the start of injecting test water into the vertical flushing pipe, if water can be continuously discharged from the outlet of the municipal stormwater pipe network for more than 5 seconds within 60 seconds; if water is continuously discharged for more than 5 seconds within 60 seconds and the water flow speed is stable without obvious interruption, then condition b is met. The verification is considered successful only if both conditions a and b are met. If only one condition is met or neither condition is met, the verification is considered unsuccessful. The drainage path needs to be re-checked to check for blockages or poor connections. Usually, a second flushing is required through a vertical flushing pipe. During the verification process, the water injection time, water level change data, and water discharge time must be recorded to generate a verification report. The installation positions of the scale and transparent observation tube must be easily obstructed for observation. Using this technical solution, this invention provides a quantitative and operable verification standard for drainage path connectivity, with clear indicators of a 30-second water level rise and a 60-second water discharge, avoiding subjective judgment errors. The reasonable selection of adjacent flushing pipes and the convenient installation of the observation equipment make the verification operation simple and efficient. The generation of the verification report facilitates project traceability, and the dual-condition judgment requirement ensures the smooth flow of each link in the drainage path, providing a reliable basis for subsequent construction and long-term stable system operation.

[0031] Examples and Comparisons Basic experimental conditions: Two parallel sections of the same segment of a newly built urban sidewalk were selected as the experimental subjects, numbered Area A (Example) and Area B (Comparative Example). Both sections were 50m long and 3m wide. The roadbed was made of lime-soil base with a compaction degree of 95%, and the soil type was silty clay. Two concentrated rainfall events were monitored during the experiment, with rainfall of 30mm / h (moderate rain) and 50mm / h (heavy rain), respectively. Drainage efficiency, siltation, and maintenance status were recorded uniformly.

[0032] Example 1 Structural parameters: The main body of the water collection trough is constructed of C25 cast-in-place concrete, with a width of 40cm and a depth of 30cm; the sidewalls are 30cm high facing the road and 20cm high facing the curb, forming a 10cm height difference guiding flushing slope; the bottom slab is a V-shaped ditch bottom with a 1.5% slope along its length, and the lowest line is 15cm from the curb; the dredging outlet is located at the end near the curb, using a 100mm diameter PVC pipe, seamlessly connected to the lowest point of the V-shaped ditch bottom, and connected to the roadside dredging well via a 150mm diameter HDPE pipe, with a 2% slope for the connecting pipe; Water collection pipe configuration: A perforated PE water collection pipe with a diameter of 110mm (longitudinal) is laid along the lowest line of the V-shaped ditch bottom. The perforation diameter is 8mm and the hole spacing is 15cm. The outer circumference is wrapped with 400g / ㎡ short fiber needle-punched water-permeable geotextile. Every 10m of the longitudinal water collection pipe is connected to a transverse PE water collection pipe with a diameter of 160mm. The transverse water collection pipe is directly connected to the municipal rainwater pipe network. An 80-mesh stainless steel filter screen is installed at the interface. Flushing structure: A vertical flushing pipe of 304 stainless steel with a diameter of 80mm is installed every 15m on the side near the curb. The lower section is fixed to the side wall of the water collection trough with expansion bolts. The bottom opening is 12cm away from the top of the longitudinal water collection pipe. The top is equipped with a threaded sealing cap with a rubber sealing ring. The sealing cap is flush with the subsequent paving layer. Test Results: During moderate rain, there was no significant water accumulation on the road surface in Area A. Rainwater quickly flowed into the collection trough via the guide slope, and the V-shaped ditch bottom guided the water flow to the longitudinal collection pipe. The road surface was drained of rainwater within 5 minutes. During heavy rain, the road surface only became briefly wet, and the water was drained within 8 minutes. Post-rain inspection revealed that the sediment accumulation in the collection trough was only 0.2 kg / m³, concentrated at the lowest point of the V-shaped ditch bottom. During maintenance, simply opening the sealing cap of the vertical flushing pipe and connecting it to a 10 MPa high-pressure water flow was sufficient for flushing. The sludge removal port was not blocked, and road excavation was unnecessary. Comparative Example 1 Structural parameters: The water collection trough is made of C25 cast-in-place concrete, and the width and depth of the trough are the same as those of Area A (40cm×30cm); the side walls are designed with uniform depth, and the height of both sides is 25cm, without a guide slope; the bottom plate is a flat structure with no slope in the length direction, and only a 5cm high water retaining sill is set in the middle of the trough; the sludge removal port is located in the middle of the trough, with a diameter of 80mm, and is directly connected to the municipal rainwater pipe network, without a dedicated sludge removal well; Water collection pipe configuration: Lay a 110mm diameter non-porous PE water collection pipe (longitudinal), which is only connected to the transverse water collection pipe at the end. The water collection pipe is not wrapped with permeable geotextile. The transverse water collection pipe has the same specifications as Area A, but there is no filter screen at the joint. Flushing structure: There is no dedicated vertical flushing pipe, only a 20cm×20cm square inspection port is reserved at the top of the water collection tank, and the inspection port is covered with a precast concrete slab; Test Results: During moderate rain, multiple areas of the road surface in Zone B experienced water accumulation, with a maximum depth of 2cm. Rainwater had to overflow the top of the drainage trough to flow into it, and the water was not completely drained within 15 minutes. During heavy rain, the water depth exceeded 3cm, and noticeable watermarks remained on the road surface even after 25 minutes. Post-rain inspection revealed that the sediment accumulation in the drainage trough reached 1.8kg / m², distributed throughout the flat area. The longitudinal drainage pipe interfaces were blocked by sediment, causing poor water flow. Maintenance required the removal of precast concrete slabs, manual cleaning of the sediment with shovels, and excavation and replacement of some blocked drainage pipes. Each maintenance session took 4 hours and cost 8 times that of Zone A.

[0033] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and embodiments shown and described herein.

Claims

1. A construction method of a rapid drainage system for urban sidewalks, characterized in that, The method comprises the following steps: S1, base drainage structure construction: a water collecting tank structure is constructed on the road base, the water collecting tank structure comprises a water collecting tank body formed by cast-in-place concrete, the side wall of the water collecting tank body is constructed as an unequal height structure with a higher side facing the inner side of the road and a lower side facing the curb, so as to form a guide flushing slope surface, the bottom plate of the water collecting tank body is constructed as a V-shaped or arc-shaped ditch bottom with a slope along the length direction, the lowest line of the V-shaped or arc-shaped ditch bottom is located on the side close to the curb, a dredging opening is arranged at the end of the water collecting tank body close to the curb, the dredging opening is connected to the dredging well through a pipeline, and the lowest part of the V-shaped or arc-shaped ditch bottom is connected to the dredging opening; A longitudinal water collecting pipe is laid along the lowest line of the V-shaped or arc-shaped ditch bottom, a plurality of perforations are arranged on the longitudinal water collecting pipe, the outer periphery of the longitudinal water collecting pipe is wrapped with a water permeable geotextile during laying, a transverse water collecting pipe is connected to the longitudinal water collecting pipe, and the transverse water collecting pipe is connected to the municipal rainwater pipe network; At least one lower segment of a vertical flushing pipe is fixed in the water collecting tank on the side close to the curb, so that the bottom end opening of the vertical flushing pipe is located in the internal space of the water collecting tank body and is higher than the longitudinal water collecting pipe, and a sealable cover is arranged at the top of the vertical flushing pipe; S2, integrated gravel backfilling and covering: a first gravel layer is backfilled in and around the water collecting tank body, the first gravel layer is flush with the top surface of the water collecting tank body, and a water permeable geotextile layer is laid on the first gravel layer; S3, water permeable structure layer construction with flushing channels: a second gravel layer is laid on the water permeable geotextile layer, and then a water permeable concrete surface layer is laid, and maintenance is performed; S4, pavement construction: a water permeable brick pavement layer is laid on the water permeable concrete surface layer after the maintenance is completed, the vertical flushing pipe passes through the first gravel layer, the second gravel layer and the water permeable concrete surface layer in sequence, a maintenance opening for embedding the cover is reserved in the water permeable brick pavement layer at the position corresponding to the top end cover of the vertical flushing pipe.

2. The method of claim 1, wherein the method further comprises: In step S3, after the water permeable concrete surface layer is laid and maintained, a water permeability verification and activation process is added, which comprises the following steps: After the maintenance period of the water permeable concrete surface layer is completed and before the water permeable brick pavement layer is laid in step S4, a certain amount of water is injected through the vertical flushing pipe in a selected part of the area; A detection device is arranged at the connection well of the transverse water collecting pipe and the municipal rainwater pipe network, and the total drainage time experienced by the certain amount of water from injection to complete drainage is measured; The measured actual total drainage time is compared with a preset standard drainage time threshold value; If the actual total drainage time exceeds the standard drainage time threshold value, a hydraulic activation program is executed through the vertical flushing pipe, specifically: intermittent pulse water flow is applied at a specific pressure and flow rate to perform strong flushing on the internal space of the water collecting tank body and the longitudinal water collecting pipe below, so as to remove construction residues and potential siltation therebetween.

3. The method of claim 2, wherein the method further comprises: During the execution of the hydraulic activation program, data collection and intelligent diagnosis are simultaneously performed, specifically: A pressure sensor and a flow sensor are connected to the vertical flushing pipe, the pipeline pressure value and the flow value in the process of applying pulse water flow are collected and recorded in real time, and a pressure-flow response curve is generated, wherein the pressure sensor and the flow sensor are connected to a control unit. The control unit pre-stores a typical fault feature model, and compares and analyzes the pressure-flow response curve with the typical fault feature model; If the curve feature shows periodic sudden rise and sudden drop of the pipeline pressure, the control unit diagnoses structural blockage, and determines that there is local siltation or foreign matter inside the longitudinal collecting pipe; After diagnosis, the control unit generates and sends a control instruction, switches the flushing mode of the hydraulic activation program from intermittent pulse water flow to constant high-pressure steady flow flushing, and prolongs the duration of single continuous flushing, so as to concentrate fluid energy to impact and remove the local blockage in the longitudinal collecting pipe.

4. The method of installing a rapid drainage system for a urban sidewalk according to claim 3, wherein During the execution of the constant high-pressure steady flow flushing process, the control unit performs closed-loop feedback control, specifically including the following steps: The flow sensor continuously collects real-time flow data, and the control unit calculates the moving average value thereof as a flow stability index; The control unit compares the flow stability index with a pre-stored stable flow threshold value, and when the flow stability index continuously does not fall below the stable flow threshold value and maintains for a first preset time length, it is determined that the local blockage in the longitudinal collecting pipe has been removed; After the determination condition is reached, the control unit automatically stops the operation of the constant high-pressure steady flow flushing mode, and generates a confirmation signal for system recovery to normal.

5. The method of installing a rapid drainage system for a urban sidewalk according to claim 4, wherein The control unit is configured to compare and analyze the pressure-flow response curve with the typical fault feature model by the following steps: A1, the control unit receives real-time synchronous data from the pressure sensor and the flow sensor, and performs filtering and denoising processing on the pressure-flow response curve; The following operations are performed: Perform time-frequency domain transformation on the denoised pressure signal, extract the signal energy distribution thereof in a pre-set frequency band, and form a first feature vector; Extract the decay time constant of the flow signal under unit pressure pulse excitation to form a second feature vector; Calculate the ratio between the instantaneous value of the pressure signal and the instantaneous value of the flow signal, and extract the characteristic value of the ratio changing with time to form a third feature vector; A2, the control unit normalizes and splices the first feature vector, the second feature vector and the third feature vector to generate a comprehensive fault feature vector, and then calculates the similarity value of the comprehensive fault feature vector with each model feature vector in the pre-stored typical fault feature model using a similarity calculation algorithm; A3, the control unit compares the highest similarity value calculated with a pre-set similarity threshold value: if the highest similarity value is greater than or equal to the pre-set similarity threshold value, it is determined that the current state matches the fault type corresponding to the highest similarity value, and a flushing control instruction corresponding to the fault type is generated; if the highest similarity value is less than the pre-set similarity threshold value, it is determined as an unknown fault state, and an instruction for triggering an alarm is generated.

6. The method of constructing a rapid drainage system for a urban sidewalk according to claim 4, wherein The typical fault feature model includes at least three types: A local hard blockage model, whose corresponding feature vector is used to represent that there is a single high-energy pulse in a specific frequency band of the pressure signal, and the decay time constant of the flow signal is less than a first threshold value; a soft clogging model, whose corresponding eigenvector is used to represent that the integral value of the energy of the pressure signal in the low frequency band is greater than a second threshold value, and the decay time constant of the flow signal is greater than a third threshold value; a pipe unobstructed model, whose corresponding eigenvector is used to represent that the total energy of the pressure signal in the entire frequency band is less than a fourth threshold value, and the decay time constant of the flow signal is within a predetermined reference interval.

7. The method of installing a rapid drainage system for a urban sidewalk according to claim 1, wherein In the S3 step, the maintenance method of the pervious concrete surface layer comprises the following steps: After the pervious concrete surface layer is poured and vibrated, before initial setting, the dredging opening and the connection opening between the transverse water collecting pipe and the municipal rainwater pipe network are closed to form a temporary water storage chamber in the water collecting tank structure; maintenance water is injected into the water storage chamber through at least one vertical flushing pipe until the water level submerges the longitudinal water collecting pipe; The top end sealing cover of the vertical flushing pipe is closed, and the maintenance is not less than 7 days; After the maintenance period is over, the dredging opening is unsealed, the transverse water collecting pipe is connected with the municipal rainwater pipe network, the sealing cover of any vertical flushing pipe is opened again, a predetermined amount of test water is injected through the pipe, and the water level change in the adjacent vertical flushing pipe and the water flow at the water outlet of the municipal rainwater pipe network are observed synchronously to verify the connectivity of the drainage path; after verification, the sealing cover of the vertical flushing pipe is finally closed, and the S4 step is performed.

8. The method of claim 7, wherein the method further comprises: The dynamic response method is used to verify the connectivity of the drainage path, and the qualified determination criteria include: a) During the process of continuously injecting test water into any vertical flushing pipe, the water levels in the interiors of at least two adjacent vertical flushing pipes continuously rise within 30 seconds after the water injection starts; b) From the time when the test water is injected into the vertical flushing pipe, water flow continuously discharged for more than 5 seconds can be observed at the water outlet of the municipal rainwater pipe network within 60 seconds; Both the above-mentioned a and b conditions are met, and the verification is qualified.