Multi-inner-pipe time-sharing control drainage plate

Abstract

The invention discloses a multi-inner-pipe time-sharing control drainage plate, and relates to the technical field of soft soil foundation vacuum preloading, the multi-inner-pipe time-sharing control drainage plate comprises a vertical drainage body, permeable membranes are arranged on both sides of the vertical drainage body, the vertical drainage body comprises a plurality of first inner pipes arranged on one sides of the permeable membranes, and second inner pipes are arranged on one sides of the first inner pipes; a third inner pipe is arranged on the other side of the first inner pipe; the pipe wall of the first inner pipe is made of a permeable material, the top of the pipe wall of the second inner pipe is made of a waterproof material, the middle and the bottom of the pipe wall of the second inner pipe are made of a permeable material, the top and the middle of the pipe wall of the third inner pipe are made of a waterproof material, and the bottom of the pipe wall of the third inner pipe is made of a permeable material; the top ends of the first inner pipe, the second inner pipe and the third inner pipe are each provided with a double-state time-sharing control switch. The problem of vacuum degree attenuation of a traditional drainage plate can be effectively solved, and the current technical bottleneck that the vacuum preloading treatment depth of a foundation is limited due to vacuum degree attenuation is changed.

Description

Technical Field

[0001] The invention relates to the technical field of vacuum preloading of soft soil foundation, in particular to a multi-inner-tube time-sharing controlled drainage board, which is used to solve the problem of insufficient depth of vacuum degree in conventional drainage board technology. Background Art

[0002] Soft soil foundation treatment is an important part of engineering construction. The vacuum preloading method is widely used in soft soil foundation treatment because of its environmental protection, economy and high efficiency. This method sets a vertical drainage body in the foundation and applies vacuum negative pressure to promote the rapid discharge of pore water in the soil, thereby achieving the purpose of strengthening the foundation. With the continuous expansion of engineering construction and the increasing difficulty of treatment, the requirements for the depth and effect of soft soil foundation treatment are also constantly increasing. This requires vacuum preloading technology to maintain good treatment effects at a deeper level to meet the needs of various engineering construction.

[0003] At present, conventional vacuum preloading technology mainly uses drainage boards as vertical drainage bodies. By laying vacuum membranes on the ground and pumping air, a negative pressure environment is formed in the soil. This method has shown good treatment effects in practical applications, especially in the consolidation of shallow soil. However, with the increase of treatment depth, the vacuum conduction effect of the drainage board will gradually weaken, and this phenomenon is particularly obvious in soil layers containing a large number of fine particles. The traditional drainage board structure is relatively simple, mainly relying on a single channel for drainage and transmission of vacuum pressure. This structure is prone to blockage and deformation during long-term use.

[0004] The attenuation of the vacuum degree of the drain board is a key technical bottleneck that affects the effect of vacuum preloading technology on foundation treatment, especially when the content of fine non-cohesive soil particles in the foundation is high. Since this type of soil layer has a large porosity and weak inter-particle adhesion, it is very easy to cause the drain board to become blocked during the vacuum preloading process, which in turn causes the vacuum degree of the drain board to significantly attenuate. Practice has shown that when vacuum preloading is performed, an unsaturated zone (commonly known as a hard shell layer) with a thickness of 2m to 4m will quickly form on the surface of the foundation, and below this unsaturated zone, the vacuum degree will rapidly decay with depth; usually, the reinforcement effect will be significantly weakened in the soil layer below 5m, and when the treatment depth reaches below 10m, the consolidation degree of the soil layer is often poor, which is difficult to meet the requirements of engineering design, which seriously restricts the application of vacuum preloading technology in deep soft soil foundation treatment.

[0005] Currently, no effective solution has been proposed for the problems in the related technologies. Summary of the invention

[0006] In response to the problems in the related art, the present invention proposes a multi-inner-tube time-sharing control drainage board, which has the advantage of effectively extending the vacuum degree to the deep part of the foundation by adding multiple inner tubes in the internal space of the drainage board and using a main controller and a two-state time-sharing control switch to intelligently regulate the first inner tube that is fully permeable and the second and third inner tubes that are partially permeable, thereby solving the problem of vacuum attenuation in traditional drainage boards in the prior art, resulting in limited vacuum preloading treatment depth and insufficient vacuum influence depth.

[0007] To this end, the specific technical solution adopted by the present invention is as follows:

[0008] According to one aspect of the present invention, a multi-inner-tube time-sharing controlled drainage board is provided, the multi-inner-tube time-sharing controlled drainage board comprises a vertical drainage body, both sides of the vertical drainage body are provided with a water-permeable membrane, the vertical drainage body comprises a plurality of first inner tubes arranged on one side of the water-permeable membrane, a second inner tube is arranged on one side of the first inner tube, and a third inner tube is arranged on the other side of the first inner tube; and the tube wall of the first inner tube is made of a water-permeable material, the top of the tube wall of the second inner tube is made of a water-impermeable material, the middle and bottom of the tube wall of the second inner tube are made of a water-permeable material, the top and middle of the tube wall of the third inner tube are made of a water-impermeable material, and the bottom of the tube wall of the third inner tube is made of a water-permeable material;

[0009] A plug-in snap-on locking connector is provided at the top of the vertical drainage body, and a plurality of linearly arranged plug-in tongue-and-groove locking heads are provided at the bottom end of the plug-in snap-on locking connector, and plug-in tongue-and-groove locking holes matching the plug-in tongue-and-groove locking heads are provided on the outer sides of the tops of the first inner tube, the second inner tube and the third inner tube; a dual-state time-sharing control switch connected to the plug-in tongue-and-groove locking connector is provided at the top of the first inner tube, the second inner tube and the third inner tube, a water collecting pipe is provided at one end of the plug-in tongue-and-groove locking connector, and a main controller is provided at the top of one end of the water collecting pipe.

[0010] Furthermore, the multi-inner-tube time-sharing control drainage board includes:

[0011] S1. Based on the multi-inner-tube time-sharing control of the drainage board, a real-time monitoring network is established using vacuum sensors, soil compression sensors and flow rate sensors to obtain the vacuum, compression and flow rate data of each depth of soil layer in real time, and an initial state matrix is ​​established to obtain the initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution;

[0012] S2. Based on the initial state information, the preset time-sharing control algorithm is used to generate the priority ranking and time-sharing control schedule for the inner pipe startup, and the multi-inner pipe control strategy is established in combination with the real-time analysis results of the soil consolidation rate, the clogging trend of the drainage board and the vacuum attenuation law;

[0013] S3. Based on the multi-inner tube control strategy, a dual-state time-sharing control switch is used to execute a time-sharing control instruction to adjust the vacuum negative pressure of each inner tube.

[0014] Furthermore, based on the multi-inner-tube time-sharing control of the drainage board, a real-time monitoring network is established using vacuum sensors, soil compression sensors and flow rate sensors to obtain the vacuum, compression and flow rate data of each depth of soil layer in real time, and establish an initial state matrix to obtain the initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution, including:

[0015] S11, based on the monitoring data of the vacuum sensor, flow velocity sensor on the drainage plate and the compression sensor in the surrounding soil by time-sharing control of multiple inner tubes, a standardized monitoring data set is established by using a signal processing algorithm;

[0016] S12. Based on the standardized monitoring data set, a multidimensional data analysis model is used to obtain the vacuum distribution, compression change and flow velocity state information of each depth of the soil layer, and the initial state matrix of the system operation is obtained through a data fusion algorithm;

[0017] S13. Based on the initial state matrix, the state assessment model is used to generate initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution.

[0018] Furthermore, based on the standardized monitoring data set, the multidimensional data analysis model is used to obtain the vacuum distribution, compression change and flow velocity status information of each depth of the soil layer, and through the data fusion algorithm, the initial state matrix of the system operation is obtained, including:

[0019] S121. Based on the standardized monitoring data set, the vacuum function, the flow rate function and the compression function are calculated, and a parameter attenuation model is established through linear regression analysis;

[0020] S122, generating a state equation and an observation equation according to a parameter attenuation model, and obtaining a state parameter correction value of each depth point through data fusion calculation;

[0021] S123. Based on the state parameter correction values, the spatial distribution characteristics of vacuum degree, flow rate and compression amount are obtained, and the initial state matrix of the system operation is established.

[0022] Furthermore, the state assessment model includes an initial state assessment equation for soil consolidation state, an initial state assessment equation for drainage board clogging degree, and an initial state assessment equation for vacuum distribution;

[0023] Among them, the expression of the initial state evaluation equation of soil consolidation state is:

[0024] Cs(h)=[M(1,3)-M(h,3)] / M(1,3)×α×100%

[0025] Where Cs(h) is the degree of soil consolidation at depth h, M(1,3) is the surface compression, M(h,3) is the compression at depth h, and α is the correction factor;

[0026] The expression of the initial state evaluation equation of the drainage board clogging degree is:

[0027] Ss(h)=[1-M(h,2) / M(1,2)]×[1-M(h,1) / M(1,1)]×β×100%

[0028] Where Ss(h) is the siltation degree of the drainage board at depth h, M(h,2) and M(1,2) are the velocity values ​​at depth h and on the surface, respectively, M(h,1) and M(1,1) are the vacuum values ​​at depth h and on the surface, respectively, and β is the weight coefficient;

[0029] The expression of the initial state evaluation equation of vacuum distribution is:

[0030] Vs(h)=M(h,1) / M(1,1)×γ×100%

[0031] Where Ss(h) is the vacuum maintenance rate at depth h, and γ is the attenuation correction coefficient.

[0032] Furthermore, based on the initial state information, the preset time-sharing control scoring algorithm is used to generate the priority ranking and time-sharing control schedule for the inner pipe startup, and combined with the real-time analysis results of the soil consolidation rate, the clogging trend of the drainage board and the vacuum attenuation law, the multi-inner pipe control strategy is established, including:

[0033] S21, based on the initial state information, using a preset time-sharing control scoring algorithm, obtaining the startup priority sequence of each inner pipe in the multi-inner-pipe time-sharing control drainage board, and obtaining an initial time-sharing control timing table through timing optimization calculation;

[0034] S22. Based on the initial time-sharing control time table, using real-time monitoring data, generate dynamic analysis results of soil consolidation rate, drainage board clogging trend and vacuum attenuation law, and establish an expected state model of multi-inner-tube time-sharing control drainage board through a trend prediction model;

[0035] S23. Based on the expected state model, the adaptive control algorithm is used to obtain the control parameters of each inner tube, and a multi-inner tube control strategy is established through constraint screening.

[0036] Furthermore, based on the initial state information, the preset time-sharing control scoring algorithm is used to obtain the startup priority sequence of each inner pipe in the multi-inner-pipe time-sharing control drainage board, and through the timing optimization calculation, the initial time-sharing control timing table is obtained, including:

[0037] S211, according to the initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution, using the preset time-sharing control scoring algorithm, generate the state score of each inner pipe, and obtain the inner pipe startup priority score through weight calculation;

[0038] The expression of the preset time-sharing control scoring algorithm is:

[0039] P(i)=w1×Cs(i)+w2×Ss(i)+w3×[1-Vs(i)]

[0040] Where, P(i) is the comprehensive score of inner tube i, Cs(i) is the soil consolidation degree at the corresponding depth of inner tube i, Ss(i) is the siltation degree at the corresponding depth of inner tube i, Vs(i) is the vacuum retention rate at the corresponding depth of inner tube i, w1, w2, w3 are the weight coefficients of soil consolidation degree, siltation degree and vacuum retention rate respectively;

[0041] S212, based on the internal pipe start priority score, using the sorting rules, obtaining the start sequence of each internal pipe group in the multi-inner pipe time-sharing control drainage board, and establishing a hierarchical start sequence through threshold analysis;

[0042] S213, according to the hierarchical startup sequence, using the timing optimization algorithm, generate the startup time interval of the internal pipe groups of each level, and combine it with the operation cycle to obtain the initial time-sharing control timing table.

[0043] Furthermore, according to the initial time-sharing control time table, the dynamic analysis results of soil consolidation rate, drainage board clogging trend and vacuum attenuation law are generated by using real-time monitoring data, and the expected state model of multi-inner-tube time-sharing control drainage board is established through the soil consolidation rate equation and parameter evolution model, including:

[0044] S221, based on the initial time-sharing control time series table, using the compression change rate in the real-time monitoring data, generate a consolidation rate curve of the soil layer at each depth, and obtain a soil consolidation rate equation through numerical fitting;

[0045] The soil consolidation rate equation is expressed as:

[0046] C(t)=c0×e^(-λt)

[0047] Where C(t) is the consolidation rate at time t, c0 is the initial consolidation rate, and λ is the attenuation coefficient;

[0048] S222, according to the flow rate and vacuum data in the real-time monitoring data, using the state tracking algorithm, obtain the clogging trend and vacuum attenuation law of the multi-inner pipe time-sharing control drainage board, and establish a parameter evolution model through time series analysis;

[0049] The parameter evolution model includes the blockage degree evolution equation and the vacuum degree decay equation;

[0050] Among them, the expression of the blockage degree evolution equation is:

[0051] S(t)=S0+k1×t

[0052] The expression of the vacuum decay equation is:

[0053] V(t)=V0×(1-k2×t)

[0054] Where, S(t) and V(t) are the blockage degree and vacuum degree at time t, respectively; S0 and V0 are the initial values ​​of blockage degree and vacuum degree, respectively; k1 and k2 are the change rate coefficients of blockage degree and vacuum degree, respectively;

[0055] S223. Based on the soil consolidation rate equation and parameter evolution model, the expected state model of the multi-inner-tube time-sharing controlled drainage board is established through reliability analysis;

[0056] The expression of the expected state model is:

[0057] R(t)=μ1×[C(t) / c0]+μ2×[1-S(t) / 100]+μ3×[V(t) / V0]

[0058] Where R(t) is the system reliability of the multi-inner-tube time-sharing control drainage board at time t, μ1, μ2, and μ3 are the consolidation rate weight coefficient, siltation weight coefficient, and vacuum weight coefficient, respectively.

[0059] Furthermore, based on the expected state model, the adaptive control algorithm is used to obtain the control parameters of each inner tube, and through constraint screening, a multi-inner tube control strategy is established, including:

[0060] S231, generating vacuum adjustment parameters for each inner tube group using an adaptive control algorithm according to the expected state model;

[0061] S232, based on the vacuum adjustment parameters of each inner tube group, using a multi-objective optimization algorithm, generating a coordinated operation plan for each inner tube group;

[0062] S233. According to the coordinated operation plan of each inner pipe group, a multi-inner pipe control strategy is obtained by screening through constraint conditions.

[0063] Furthermore, based on the multi-inner tube control strategy, the time-sharing control instruction is executed by using a dual-state time-sharing control switch to adjust the vacuum negative pressure of each inner tube, including:

[0064] S31, generating a time-sharing control instruction sequence according to the multi-internal tube control strategy;

[0065] S32, based on the time-sharing control instruction sequence, using the dual-state time-sharing control switch to control the time-sharing start and stop of each inner tube, and by adjusting the output power of the vacuum pump, the vacuum negative pressure is transmitted from the water collecting pipe to each inner tube;

[0066] S33. According to the operating status of each inner tube and in combination with feedback control rules, the vacuum negative pressure parameters are adjusted in real time.

[0067] The beneficial effects of the present invention are:

[0068] (1) The multi-inner-tube time-sharing control drainage board proposed in the present invention is a breakthrough innovation of the traditional vacuum preload drainage board. The design adds multiple inner tubes in the internal space of the drainage board, including a first inner tube that is fully permeable and a second and third inner tubes that are partially permeable (the upper part is impermeable and the middle and lower parts have permeable sections). The first inner tube and the second and third inner tubes are arranged in intervals or discharged continuously. The surface of the drainage board is covered with a permeable membrane. The seepage of the foundation can enter the permeable sections of the first inner tube or other inner tubes through the permeable membrane. At the same time, the present invention realizes intelligent regulation of each inner tube through a master controller and a two-state time-sharing control switch. The first inner tube provides basic drainage function, and the second and third inner tubes are mainly responsible for applying vacuum from the middle and lower parts and properly transporting sediment. The first inner tube is connected to the middle and lower permeable parts of the second and third inner tubes to realize vacuum conduction and ensure that the vacuum negative pressure can be further diffused horizontally into the surrounding soil. This synergistic innovation of structure and control fundamentally improves the problem of vacuum attenuation in traditional drainage boards.

[0069] (2) The traditional drainage board adopts a single channel to simultaneously undertake the horizontal diffusion and vertical transportation functions of the vacuum. When local blockage occurs, the long-distance vertical water vapor transportation and vacuum transfer will be significantly affected. The present invention adopts a multi-inner tube time-sharing control drainage board. The vertical vacuum transfer does not rely on a single drainage channel. Even if some drainage channels are locally blocked, other channels can still maintain the overall vertical vacuum transfer, effectively ensuring the transmission effect of the vacuum to the surrounding soil. At the same time, the master controller of the present invention can dynamically adjust the start and stop timing and vacuum negative pressure of each inner tube based on real-time monitoring data using an adaptive control algorithm. Since the inner tube is designed as a multi-branch structure, each inner tube can be independently controlled by a dual-state time-sharing control switch. When the branch pipe started earlier fails due to blockage or other reasons, the next batch of inner tubes can be opened and transferred to different designed depths, thereby maintaining the effective transfer of vacuum and improving the applicability and efficiency of foundation treatment technology.

[0070] (3) The present invention forms a time-sharing control system through a master controller and a two-state time-sharing control switch. It can gradually or regularly switch different groups of inner pipes according to the consolidation and clogging conditions of the soil, and monitor the vacuum transfer condition, clogging condition and consolidation degree of the soil through the vacuum sensor, flow rate sensor and compression sensor in the surrounding soil pre-installed on the multi-inner-pipe time-sharing control drainage plate, thereby providing a reference for time-sharing control. When a flow drop or complete blockage is detected, the time-sharing control system can start other inner pipes to work alone or simultaneously with the inner pipes started earlier. BRIEF DESCRIPTION OF THE DRAWINGS

[0071] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0072] Figure 1 2 is a schematic diagram of the structure of a multi-inner-tube time-sharing controlled drainage board according to an embodiment of the present invention;

[0073] Figure 2 It is a structural schematic diagram of a dual-state time-sharing control switch in a multi-inner-tube time-sharing control drainage board according to an embodiment of the present invention;

[0074] Figure 3 It is a schematic diagram of the working process of multi-inner-tube time-sharing control of drainage boards according to an embodiment of the present invention.

[0075] In the figure:

[0076] 1. First inner tube; 2. Second inner tube; 3. Water-permeable membrane; 4. Third inner tube; 5. Dual-state time-sharing control switch; 6. Master controller; 7. Plug-in type buckle locking connector; 8. Plug-in type tongue-and-groove locking head; 9. Plug-in type tongue-and-groove locking hole. DETAILED DESCRIPTION

[0077] To further illustrate each embodiment, the present invention provides drawings, which are part of the disclosure of the present invention and are mainly used to illustrate the embodiments and can be used in conjunction with the relevant descriptions in the specification to explain the operating principles of the embodiments. With reference to these contents, ordinary technicians in the field should be able to understand other possible implementations and advantages of the present invention. The components in the figures are not drawn to scale, and similar component symbols are generally used to represent similar components.

[0078] According to an embodiment of the present invention, a multi-inner-tube time-sharing controlled drainage board is provided.

[0079] The present invention is further described with reference to the accompanying drawings and specific embodiments. Figure 1-Figure 2As shown, according to one embodiment of the present invention, a multi-inner-tube time-sharing controlled drainage board is provided, the multi-inner-tube time-sharing controlled drainage board comprises a vertical drainage body, both sides of the vertical drainage body are provided with a water-permeable membrane 3, the vertical drainage body comprises a plurality of first inner tubes 1 arranged on one side of the water-permeable membrane 3, one side of the first inner tube 1 is provided with a second inner tube 2, and the other side of the first inner tube 1 is provided with a third inner tube 4; and the tube wall of the first inner tube 1 is made of a water-permeable material, the top of the tube wall of the second inner tube 2 is made of a water-impermeable material, the middle and bottom of the tube wall of the second inner tube 2 are made of a water-permeable material, the top and middle of the tube wall of the third inner tube 4 are made of a water-impermeable material, and the bottom of the tube wall of the third inner tube 4 is made of a water-permeable material;

[0080] A plug-in snap-on locking connector 7 is provided at the top of the vertical drainage body, and a plurality of linearly arranged plug-in tongue-and-groove locking heads 8 are provided at the bottom end of the plug-in snap-on locking connector 7, and plug-in tongue-and-groove locking holes 9 matching the plug-in tongue-and-groove locking heads 8 are provided on the outer sides of the tops of the first inner tube 1, the second inner tube 2 and the third inner tube 4; a dual-state time-sharing control switch 5 connected to the plug-in tongue-and-groove locking connector 7 is provided at the tops of the first inner tube 1, the second inner tube 2 and the third inner tube 4, and a water collecting pipe is provided at one end of the plug-in tongue-and-groove locking connector 7, and a main controller 6 is provided at the top of one end of the water collecting pipe.

[0081] It should be noted that the cross-sections of the first inner tube 1, the second inner tube 2 and the third inner tube 4 in the present invention are all square structures, and a plurality of first inner tubes 1, a plurality of second inner tubes 2 and a plurality of third inner tubes 4 are fixedly connected to each other to form a vertical drainage body with the water-permeable membranes 3 on both sides, wherein the first inner tube 1, the second inner tube 2 and the third inner tube 4 are equal in length, and the length of the impermeable pipe section of the second inner tube 2 is smaller than the length of the impermeable pipe section of the third inner tube 4, and the length of the permeable pipe section of the second inner tube 2 is larger than the length of the permeable pipe section of the third inner tube 4.

[0082] Specifically, the present invention improves the vacuum attenuation condition mainly from two aspects. The first aspect is to adopt a drainage board structure with multiple closed pipes built in. At the beginning, water is mainly pumped from the upper part through the first inner tube 1. Since the sediment is deposited quickly at the beginning of the vacuum preloading, the second inner tube 2 of the middle and lower part of the drainage board is started after sedimentation occurs, and the third inner tube 4 of the lower part is started according to the siltation condition, so as to effectively extend the vacuum degree to the deep part of the foundation; the present invention changes the hydraulic mechanism of the traditional drainage board that only pumps water from the top by vacuuming from the middle and lower part of the drainage board, and avoids the situation that the upward flow in the middle and lower part of the traditional drainage board is very weak, causing the sediment to sink under the action of its own weight and cause siltation.

[0083] Specifically, the multi-inner tube time-sharing control drainage board adopts an inner tube (second inner tube 2, third inner tube 4) with impermeable upper tube wall and permeable middle and lower tube wall to pump water at different depths of the drainage board, while the permeable drainage channel (first inner tube 1) is a downward flow, and the flow rate increases as it reaches the middle and lower parts. After entering the inner tube, a total flow is formed to pump water upward. Therefore, the flow rate in the inner tube is relatively large, which can wash away some of the sediment.

[0084] Specifically, on the other hand, the multiple inner tubes adopt time-sharing control to control the vacuum transfer depth step by step. The structure of the multiple inner tubes involves multiple internal pipes or channels, which can independently control the flow in the pipes; such a design can control the flow and direction of the fluid in different pipes at different times or stages to achieve time-sharing control; the end openings of the impermeable pipe sections of the second inner tube 2 and the third inner tube 4 are connected to the permeable pipe sections of the first inner tube 1 on one side or both sides, and a guide flap is set at the connection, which is conducive to taking away some silt when the open end absorbs water to delay the silting time; a permeable pipe (first inner tube 1) and one or two impermeable pipes (second inner tube 2, third inner tube 4) form a group, and a drainage board can be set with multiple groups of inner tubes for time-sharing control.

[0085] Specifically, the time-sharing control principle refers to controlling the dual-state time-sharing control switch 5 to be turned on by the master controller 6, so as to adjust and control the flow of fluid in different inner tubes according to a predetermined time sequence and rule. When the inner tube of the previous drainage operation is blocked, the next batch of inner tubes is activated to operate alone or simultaneously with the previous batch of inner tubes, which can effectively transfer the vacuum degree to a certain depth.

[0086] Specifically, the external vacuum pump of the multi-inner-tube time-sharing control drainage board is used to generate vacuum. The vacuum pump generates vacuum negative pressure and evenly distributes the vacuum pressure to each water collecting pipe through the pipe distributor. Each water collecting pipe is connected to the drainage board through a plug-in snap-on locking connector 7. The plug-in snap-on locking connector 7 adopts a hollow structure design, and a plurality of solenoid valves are arranged at the bottom, which are respectively connected to each inner tube in the drainage board one by one, and the top is electrically connected to a two-state time-sharing control switch 5; the two-state time-sharing control switch 5 receives the control instruction of the main controller 6, and realizes precise control of the vacuum on and off of each inner tube by controlling the opening and closing state of the solenoid valve. This design realizes a complete control link from the main controller to the specific actuator, ensuring that the time-sharing control strategy can be accurately executed on each inner tube.

[0087] Specifically, the present invention sets a multi-inner tube structure, and through the dual-state time-sharing control switch 5 on the plug-in tongue-and-groove locking connector 7 on the top of the vertical drainage body, switches on and off different inner tubes at different stages, and introduces the vacuum into different depths of the drainage board, thereby improving the efficiency of clearing blockages and transmitting vacuum. The water inlet channel of the drainage board and the multiple inner tubes conduct the vacuum at the same time or in time, and appropriately play the role of sand removal, which can achieve a better reinforcement effect. The specific buckling method of the multi-inner tube time-sharing control drainage board is the plug-in tongue-and-groove locking hole 9 and the plug-in tongue-and-groove locking head 8, so that it is easy to obtain a drainage structure with different inner tubes leading to different depths.

[0088] In one embodiment, Figure 3 As shown, the multi-inner-tube time-sharing control drainage board includes:

[0089] S1. Based on the multi-inner-tube time-sharing control of the drainage board, a real-time monitoring network is established using vacuum sensors, soil compression sensors and flow rate sensors to obtain the vacuum, compression and flow rate data of each depth of soil layer in real time, and an initial state matrix is ​​established to obtain the initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution;

[0090] S2. Based on the initial state information, the preset time-sharing control algorithm is used to generate the priority ranking and time-sharing control schedule for the inner pipe startup, and the multi-inner pipe control strategy is established in combination with the real-time analysis results of the soil consolidation rate, the clogging trend of the drainage board and the vacuum attenuation law;

[0091] S3. Based on the multi-inner tube control strategy, the dual-state time-sharing control switch 5 is used to execute the time-sharing control instruction to adjust the vacuum negative pressure of each inner tube.

[0092] In one embodiment, based on the multi-inner tube time-sharing control of the drain plate, a real-time monitoring network is established using vacuum sensors, soil compression sensors and flow rate sensors to obtain the vacuum, compression and flow rate data of each depth of soil layer in real time, and establish an initial state matrix to obtain the initial state information of soil consolidation state, drain plate clogging degree and vacuum distribution, including:

[0093] S11, based on the monitoring data of the vacuum sensor, flow velocity sensor on the drainage plate and the compression sensor in the surrounding soil by time-sharing control of multiple inner tubes, a standardized monitoring data set is established by using a signal processing algorithm;

[0094] Specifically, in this embodiment, vacuum sensors (model VPS-100), flow rate sensors (model FMS-200) and soil compression sensors (model SCS-300) are pre-deployed at the four standard depths of 0m, 5m, 10m and 15m of the multi-inner-tube time-sharing control drainage board. The sampling frequency of each sensor is set to 1 time / minute, and the raw data stream is formed by continuous collection for 24 hours.

[0095] Specifically, the collected raw data were first filtered out with a bandpass filter to remove noise signals below 0.1 Hz and above 10 Hz, and then the moving average method was used to smooth the data (the time window was set to 10 minutes), and finally the least squares method was used to fit the standardized data at each depth. The standardized monitoring data obtained after processing showed that at 0 m, the vacuum degree was 85 kPa, the flow rate was 2.5 m / s, and the compression was 150 mm; at 5 m, they were 75 kPa, 2.0 m / s, and 120 mm, respectively; at 10 m, they were 65 kPa, 1.5 m / s, and 90 mm, respectively; at 15 m, they were 55 kPa, 1.0 m / s, and 60 mm, respectively.

[0096] S12. Based on the standardized monitoring data set, a multidimensional data analysis model is used to obtain the vacuum distribution, compression change and flow velocity state information of each depth of the soil layer, and the initial state matrix of the system operation is obtained through a data fusion algorithm;

[0097] S13. Based on the initial state matrix, the state assessment model is used to generate initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution.

[0098] In one embodiment, based on the standardized monitoring data set, a multidimensional data analysis model is used to obtain the vacuum distribution, compression change and flow velocity state information of each depth of the soil layer, and through the data fusion algorithm, the initial state matrix of the system operation is obtained, including:

[0099] S121. Based on the standardized monitoring data set, the vacuum function, the flow rate function and the compression function are calculated, and a parameter attenuation model is established through linear regression analysis;

[0100] Specifically, the expression of the parameter attenuation model is:

[0101] V(h)=V0-k v ×h

[0102] S(h)=S0-k s ×h

[0103] C(h)=C0-k c ×h

[0104] In the formula, V(h) is the vacuum function at depth h; S(h) is the flow velocity function at depth h; C(h) is the compression function at depth h; V0, S0, C0 are the initial values ​​of vacuum, flow velocity and compression at the surface, respectively; k v , k s , k c are the attenuation coefficients of vacuum degree, flow rate and compression respectively.

[0105] S122, generating a state equation and an observation equation according to a parameter attenuation model, and obtaining a state parameter correction value of each depth point through data fusion calculation;

[0106] Specifically, data fusion adopts Kalman filtering algorithm, and the expression of state equation is:

[0107] X(k+1)=A×X(k)+B×U(k)+W(k)

[0108] The expression of the observation equation is:

[0109] Z(k)=H×X(k)+V(k)

[0110] Where X(k) is the state vector at time k, U(k) is the control variable, W(k) and V(k) are process noise and observation noise, respectively.

[0111] S123. Based on the state parameter correction values, the spatial distribution characteristics of vacuum degree, flow rate and compression amount are obtained, and the initial state matrix of the system operation is established.

[0112] Specifically, construct the initial state matrix M, which is expressed as:

[0113]

[0114] Wherein, V1-V4, S1-S4, C1-C4 represent the state parameter correction values ​​of vacuum degree, flow velocity and compression at four standard depth points (0m, 5m, 10m, 15m), respectively. The first column reflects the influence of vacuum degree, the second column reflects the influence of flow velocity, and the third column reflects the influence of compression. The larger the value in each column, the more significant the influence of the parameter at the corresponding depth.

[0115] In one embodiment, the state assessment model includes an initial state assessment equation for soil consolidation state, an initial state assessment equation for drainage board clogging degree, and an initial state assessment equation for vacuum distribution;

[0116] Among them, the expression of the initial state evaluation equation of the soil consolidation state is:

[0117] Cs(h)=[M(1,3)-M(h,3)] / M(1,3)×α×100%

[0118] Where Cs(h) is the degree of soil consolidation at depth h, M(1,3) is the surface compression, M(h,3) is the compression at depth h, and α is the correction coefficient (taken as 1.2 in this embodiment);

[0119] The expression of the initial state evaluation equation of the drainage board clogging degree is:

[0120] Ss(h)=[1-M(h,2) / M(1,2)]×[1-M(h,1) / M(1,1)]×β×100%

[0121] Wherein, Ss(h) is the clogging degree of the drainage board at depth h, M(h,2) and M(1,2) are the flow velocity values ​​at depth h and at the surface, respectively, M(h,1) and M(1,1) are the vacuum values ​​at depth h and at the surface, respectively, and β is the weight coefficient (in this embodiment, the value is 1.5);

[0122] The expression of the initial state evaluation equation of the vacuum distribution is:

[0123] Vs(h)=M(h,1) / M(1,1)×γ×100%

[0124] Wherein, Ss(h) is the vacuum retention rate at depth h, M(h,1) and M(1,1) are the vacuum values ​​at depth h and at the surface, respectively, and γ is the attenuation correction coefficient (taken as 1.1 in this embodiment);

[0125] Specifically, according to the data of matrix M, we can calculate:

[0126] At 5m (h = 2), soil consolidation degree = (150-120) / 150×1.2×100%=24%; siltation degree = [1-2.0 / 2.5]×[1-75 / 85]×1.5×100%=21%; vacuum retention rate = (75 / 85)×1.1×100%=97%;

[0127] At 10m (h=3), soil consolidation degree = (150-90) / 150×1.2×100%=48%; siltation degree = [1-1.5 / 2.5]×[1-65 / 85]×1.5×100%=42%; vacuum retention rate = (65 / 85)×1.1×100%=84%;

[0128] At 15m (h=4), soil consolidation degree = (150-60) / 150×1.2×100%=72%; siltation degree = [1-1.0 / 2.5]×[1-55 / 85]×1.5×100%=63%; vacuum retention rate = (55 / 85)×1.1×100%=71%.

[0129] Specifically, the evaluation results show that: with the increase of depth, the soil consolidation degree varies between 24% and 72%, the drainage board clogging degree varies between 21% and 63%, and the vacuum retention rate varies between 71% and 97%. When the clogging degree at the depth exceeds 60%, it indicates that the drainage channel at that location has been blocked, and it is necessary to start the next level of inner pipe at that depth to improve the drainage effect. In this embodiment, according to the evaluation results, the clogging degree at 15m is 63%, which has exceeded the threshold, and the third inner pipe 4 needs to be started; the clogging degrees at 10m and 5m are 42% and 21% respectively, and the existing inner pipe combination can be maintained. These evaluation results will serve as an important basis for the generation of subsequent time-sharing control strategies.

[0130] In one embodiment, based on the initial state information, a preset time-sharing control scoring algorithm is used to generate the priority ranking and time-sharing control schedule of the inner pipe startup, and combined with the real-time analysis results of the soil consolidation rate, the clogging trend of the drainage board and the vacuum attenuation law, a multi-inner pipe control strategy is established, including:

[0131] S21, based on the initial state information, using a preset time-sharing control scoring algorithm, obtaining the startup priority sequence of each inner pipe in the multi-inner-pipe time-sharing control drainage board, and obtaining an initial time-sharing control timing table through timing optimization calculation;

[0132] S22. Based on the initial time-sharing control time table, using real-time monitoring data, generate dynamic analysis results of soil consolidation rate, drainage board clogging trend and vacuum attenuation law, and establish an expected state model of multi-inner-tube time-sharing control drainage board through a trend prediction model;

[0133] S23. Based on the expected state model, the adaptive control algorithm is used to obtain the control parameters of each inner tube, and a multi-inner tube control strategy is established through constraint screening.

[0134] In one embodiment, based on the initial state information, a preset time-sharing control scoring algorithm is used to obtain the startup priority sequence of each inner pipe in the multi-inner-pipe time-sharing control drainage board, and through timing optimization calculation, the initial time-sharing control timing table is obtained, including:

[0135] S211, according to the initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution, using the preset time-sharing control scoring algorithm, generate the state score of each inner pipe, and obtain the inner pipe startup priority score through weight calculation;

[0136] The expression of the preset time-sharing control scoring algorithm is:

[0137] P(i)=w1×Cs(i)+w2×Ss(i)+w3×[1-Vs(i)]

[0138] Wherein, P(i) is the comprehensive score of inner tube i, Cs(i) is the soil consolidation degree at the depth corresponding to inner tube i, Ss(i) is the siltation degree at the depth corresponding to inner tube i, Vs(i) is the vacuum retention rate at the depth corresponding to inner tube i, w1, w2, and w3 are the weight coefficients of soil consolidation degree, siltation degree, and vacuum retention rate, respectively (in this embodiment, they are taken as 0.3, 0.4, and 0.3, respectively).

[0139] Specifically, according to the calculation result of step S13, the comprehensive scores of the inner tubes are obtained: P=69.3 for the inner tube group at 15 m, P=45.2 for the inner tube group at 10 m, and P=23.1 for the inner tube group at 5 m.

[0140] S212, based on the internal pipe start priority score, using the sorting rules, obtaining the start sequence of each internal pipe group in the multi-inner pipe time-sharing control drainage board, and establishing a hierarchical start sequence through threshold analysis;

[0141] Specifically, the internal management startup priority is determined according to the size of the comprehensive score P value:

[0142] First-stage startup (P<40), vacuum degree retention rate 97%, only the first inner pipe 1 is started to drain the upper part;

[0143] Secondary start (40≤P<60), vacuum degree retention rate 84%, start the second inner tube 2 to form a drainage point in the middle;

[0144] Level 3 startup (P≥60), vacuum degree maintenance rate 71%<75%, start the third inner tube 4 to form a drainage point at the lower part to improve the drainage effect.

[0145] S213, according to the hierarchical startup sequence, using the timing optimization algorithm, generate the startup time interval of the internal pipe groups of each level, and combine it with the operation cycle to obtain the initial time-sharing control timing table.

[0146] Specifically, the timing optimization algorithm includes the following rules:

[0147] The operating period of the preferred combination is T1 = 72 hours

[0148] The initial time-sharing control timing table obtained by the start time interval Δt=24 hours of the alternative combination is as follows:

[0149] Initial time-sharing control timing table = {

[0150] "Preferred Combination": {

[0151] "Composition": "first inner tube 1"

[0152] "Start time": "0h"

[0153] "Operation cycle": "24h"

[0154] }

[0155] "Alternative combination 1": {

[0156] "Composition": "First inner tube 1 + second inner tube 2"

[0157] "Start time": "Within 24 hours after blockage occurs"

[0158] "Operation cycle": "48h"

[0159] }

[0160] "Alternative combination 2": {

[0161] “Composition”: “first inner tube 1 + second inner tube 2 + third inner tube 4”

[0162] “Start time”: “When deep siltation is serious”

[0163] "Operation cycle": "72h"

[0164] }

[0165] }

[0166] Specifically, the initial time-sharing control timing table indicates that when the multi-inner-tube time-sharing control drainage board is started, the first-level start-up is used for 72 hours. If clogging is detected, the switch to the alternative combination (second-level start-up and third-level start-up) is completed within 24 hours.

[0167] In one embodiment, according to the initial time-sharing control time table, the dynamic analysis results of soil consolidation rate, drainage board clogging trend and vacuum attenuation law are generated by using real-time monitoring data, and the expected state model of the multi-inner-tube time-sharing control drainage board is established through the soil consolidation rate equation and parameter evolution model, including:

[0168] S221, based on the initial time-sharing control time series table, using the compression change rate in the real-time monitoring data, generate a consolidation rate curve of the soil layer at each depth, and obtain a soil consolidation rate equation through numerical fitting;

[0169] The soil consolidation rate equation is expressed as:

[0170] C(t)=c0×e^(-λt)

[0171] Where C(t) is the consolidation rate at time t, c0 is the initial consolidation rate, and λ is the attenuation coefficient;

[0172] Specifically, according to the monitoring data, it is calculated that at 15m, c0=2.5mm / h, λ=0.015; at 10m, c0=2.0mm / h, λ=0.012; at 5m, c0=1.5mm / h, λ=0.01.

[0173] S222, according to the flow rate and vacuum data in the real-time monitoring data, using the state tracking algorithm, obtain the clogging trend and vacuum attenuation law of the multi-inner pipe time-sharing control drainage board, and establish a parameter evolution model through time series analysis;

[0174] The parameter evolution model includes a blockage degree evolution equation and a vacuum degree attenuation equation;

[0175] The expression of the blockage degree evolution equation is:

[0176] S(t)=S0+k1×t

[0177] The expression of the vacuum decay equation is:

[0178] V(t)=V0×(1-k2×t)

[0179] Where, S(t) and V(t) are the blockage degree and vacuum degree at time t, respectively; S0 and V0 are the initial values ​​of blockage degree and vacuum degree, respectively; k1 and k2 are the change rate coefficients of blockage degree and vacuum degree, respectively;

[0180] Specifically, the coefficient of change rate of clogging and the coefficient of change rate of vacuum are fitted according to the monitoring data: at 15m, k1=0.8% / h, k2=0.5% / h; at 10m, k1=0.5% / h, k2=0.3% / h; at 5m, k1=0.2% / h, k2=0.1% / h.

[0181] S223. Based on the soil consolidation rate equation and parameter evolution model, the expected state model of the multi-inner-tube time-sharing controlled drainage board is established through reliability analysis;

[0182] The expression of the expected state model is:

[0183] R(t)=μ1×[C(t) / c0]+μ2×[1-S(t) / 100]+μ3×[V(t) / V0]

[0184] Wherein, R(t) is the system reliability of the multi-inner-tube time-sharing control drainage board at time t, μ1, μ2, and μ3 are the consolidation rate weight coefficient, the siltation weight coefficient, and the vacuum weight coefficient, respectively (the values ​​in this embodiment are all 1 / 3).

[0185] Specifically, the expected state of the drainage board controlled by multiple inner pipes in a 24-hour period is obtained according to the calculation:

[0186] At 15m, R(24) = 0.65, and it is expected that the spare inner pipe will need to be started;

[0187] At 10m, R(24)=0.82, maintaining the current operating status;

[0188] At 5m, R(24)=0.93, maintaining the current operating status;

[0189] This expected state model will serve as an important basis for subsequent control strategy optimization.

[0190] In one embodiment, based on the expected state model, an adaptive control algorithm is used to obtain control parameters of each inner tube, and a multi-inner tube control strategy is established by screening through constraint conditions, including:

[0191] S231, generating vacuum adjustment parameters for each inner tube group using an adaptive control algorithm according to the expected state model;

[0192] Specifically, the adaptive control algorithm uses the vacuum adjustment calculation formula: ΔV(t) = A × [1-R(t)] × V0, where ΔV(t) is the vacuum value that needs to be adjusted at time t, A is the adjustment coefficient (value 1.2), R(t) is the system reliability, and V0 is the initial value of the vacuum. According to the expected state calculation of S223, it is obtained that the reliability of the multi-inner pipe time-sharing control drainage board at 15m is 0.65, and the vacuum degree needs to be adjusted to 35.7kPa; the system reliability at 10m is 0.82, and the vacuum degree needs to be adjusted to 18.4kPa; the reliability of the multi-inner pipe time-sharing control drainage board at 5m is 0.93, and the vacuum degree needs to be adjusted to 7.1kPa.

[0193] S232, based on the vacuum adjustment parameters of each inner tube group, using a multi-objective optimization algorithm, generating a coordinated operation plan for each inner tube group;

[0194] Specifically, the multi-objective optimization algorithm comprehensively considers three objectives:

[0195] ①Maximize the system vacuum degree, the expression is:

[0196]

[0197] Where h is the depth number (h=1 is 5m, h=2 is 10m, h=3 is 15m), V0(h) is the initial vacuum degree at depth h, and ΔV(h) is the vacuum degree adjustment amount;

[0198] ② Minimize energy consumption, the expression is:

[0199]

[0200] Where P(h) is the power of the vacuum pump required by the inner tube group at depth h, T(h) is the operating time; the relationship between power and vacuum degree is P(h) = k q ×[V0(h)+ΔV(h)] 2 , k q is the proportionality coefficient;

[0201] ③ Maximize drainage efficiency, the expression is:

[0202]

[0203] q(h)=μ×[V0(h)+ΔV(h)]×A(h)

[0204] η(h)=1-B(h) / 100

[0205] Where q(h) is the drainage flow at depth h, η(h) is the drainage efficiency coefficient, μ is the flow coefficient, A(h) is the effective drainage area, and B(h) is the siltation degree.

[0206] Specifically, the coordinated operation scheme of the inner pipe groups at each depth is obtained by solving:

[0207] Due to severe siltation at 15m, a three-stage start-up plan was adopted, starting the first inner tube 1, the second inner tube 2 and the third inner tube 4 in sequence;

[0208] At 10m, a two-stage start-up scheme is adopted to start the first inner tube 1 and the second inner tube 2;

[0209] A first-stage starting scheme is adopted at 5m, and only the first inner tube 1 is started.

[0210] S233. According to the coordinated operation plan of each inner pipe group, a multi-inner pipe control strategy is obtained by screening through constraint conditions.

[0211] Specifically, four constraints are set: vacuum constraint 50kPa≤V(h)≤90kPa, power constraint P≤2.0kW, time constraint T≤72h, and clogging constraint B(t)≤70%. The final optimized control scheme is: when the clogging at 15m is used, the first inner tube 1, the second inner tube 2 and the third inner tube 4 are used in combination, the vacuum is set to 85kPa, the operation time is 72 hours, and the clogging is switched when the degree of clogging exceeds 70% or the vacuum is lower than 50kPa; when the clogging inner tube group at 10m is used, the first inner tube 1 and the second inner tube 2 are used in combination, the vacuum is set to 75kPa, the operation time is 48 hours, and the clogging is switched when the degree of clogging exceeds 65% or the vacuum is lower than 55kPa; when the clogging at 5m is used, the first inner tube 1 and the second inner tube 2 are used in combination, the vacuum is set to 70kPa, the operation time is 24 hours, and the clogging is switched when the degree of clogging exceeds 60% or the vacuum is lower than 60kPa. The control scheme meets all constraints and achieves the optimization of the operating efficiency of the drainage board with multi-inner-pipe time-sharing control.

[0212] In one embodiment, based on the multi-inner tube control strategy, using a dual-state time-sharing control switch to execute a time-sharing control instruction, adjusting the vacuum negative pressure of each inner tube includes:

[0213] S31, generating a time-sharing control instruction sequence according to the multi-internal tube control strategy;

[0214] Specifically, the time-sharing control instruction sequence includes:

[0215] ① The first inner tube 1 is always kept open to maintain the downward water flow;

[0216] ② When the blockage degree in the middle exceeds 65%, the second inner pipe 2 is opened to form a pumping point in the middle;

[0217] ③ When the blockage degree of the lower part exceeds 70%, the third inner tube 4 is opened to form a pumping point in the lower part;

[0218] ④ The vacuum degree of each inner tube is adjusted according to the vacuum degree adjustment parameters determined in step S23.

[0219] S32, based on the time-sharing control instruction sequence, using the dual-state time-sharing control switch to control the time-sharing start and stop of each inner tube, and by adjusting the output power of the vacuum pump, the vacuum negative pressure is transmitted from the water collecting pipe to each inner tube;

[0220] Specifically, the control logic of the two-state time-sharing control switch 5 is:

[0221] ① The control switch of the first inner tube 1 is normally open to maintain the basic pumping function;

[0222] ② The control switch of the second inner tube 2 is turned on when the blockage degree in the middle exceeds 65% and is turned off when it is less than 50%;

[0223] ③ The control switch of the third inner tube 4 is turned on when the lower blockage degree exceeds 70% and is turned off when it is less than 55%; the main controller 6 adjusts the output power of the vacuum pump between 50% and 100% according to the vacuum degree requirements of each inner tube group.

[0224] S33. According to the operating status of each inner tube and in combination with feedback control rules, the vacuum negative pressure parameters are adjusted in real time.

[0225] Specifically, the feedback control rules include:

[0226] ①When the vacuum degree at a certain depth is lower than 90% of the set value, the vacuum negative pressure of the corresponding inner tube increases by 10%

[0227] ② When the blockage degree at a certain depth exceeds the set threshold, the vacuum negative pressure of the adjacent inner tube group increases by 15%

[0228] ③ When the system reliability R(t) output by the expected state model is lower than 0.6, the emergency response mechanism is activated, including a) suspending the pumping of all inner tubes for 5 minutes; b) restarting in the order of the first inner tube 1, the second inner tube 2, and the third inner tube 4; c) restoring the vacuum negative pressure of each inner tube to the initial set value.

[0229] In order to facilitate understanding of the above technical solution of the present invention, a specific description is given below taking a certain X as an example:

[0230] When using a multi-inner-tube drainage board for vacuum preloading foundation treatment, the inner tube used initially becomes clogged due to the movement of soil particles. The time-sharing control system will close the pipe and open the next prepared inner tube to continue to maintain or improve the vacuum in the soil. This design ensures that the entire consolidation process will not be hindered by problems with a single pipe, and the depth of action can be gradually increased to achieve the improvement of deeper soil layers. Using this method, the effective depth of vacuum preloading can be extended from the 3m to 5m range of traditional drainage boards to more than 10m. This is beneficial to improving the bearing capacity of the foundation and reducing post-construction settlement.

[0231] In order to facilitate understanding of the above technical solution of the present invention, a coastal soft soil foundation treatment project is taken as an example for specific description as follows:

[0232] The project site is a typical coastal silty soft soil with a foundation depth of 15m, and vacuum preloading treatment is required to meet the requirements of later construction. The multi-inner-tube time-sharing controlled drainage board of the present invention is used for treatment, and the specific implementation process is as follows:

[0233] ①In the initial stage (0-30 days), the first inner pipe 1 was started to pump water. Monitoring showed that the vacuum degree at a depth of 5m reached -85kPa, the soil compression reached 15cm, and the consolidation degree was about 30%;

[0234] ② In the middle stage (30-60 days), monitoring found that the first inner tube 1 was blocked in the 6-8m section (blockage degree exceeded 65%), and the main controller 6 automatically started the second inner tube 2 through the two-state time-sharing control switch 5. The vacuum degree at the depth of 8m was increased to -80kPa, the soil compression increased to 35cm, and the consolidation degree reached 55%;

[0235] ③ In the later stage (60-90 days), when it is detected that the siltation degree of the section below 10m exceeds 70%, the dual-state time-sharing control switch 5 starts the third inner tube 4, and the vacuum degree at the depth of 12m is maintained at -75kPa. Finally, the soil compression reaches 65cm and the consolidation degree exceeds 85%.

[0236] Through this time-sharing control strategy, the multi-inner-tube time-sharing control drainage board can automatically switch the inner tube combination according to the blockage conditions to ensure the continuous transmission of vacuum; at the same time, the synergistic effect of multiple inner tubes significantly improves the effective depth of vacuum preloading, from 3-5m of traditional drainage boards to 12-15m; the final treatment effect shows: the foundation bearing capacity is increased from the original 35kPa to 120kPa, and the estimated post-construction settlement is reduced by about 40% compared with the traditional method, which effectively improves the foundation bearing capacity and reduces the post-construction settlement.

[0237] This engineering example fully verifies the superiority of the present invention in deep soft soil foundation treatment. It not only solves the problem of vacuum attenuation caused by clogging of traditional drainage boards, but also significantly improves the treatment depth and effect through the intelligent control system.

[0238] In summary, with the help of the above technical scheme of the present invention, the multi-inner tube time-sharing control drainage board proposed by the present invention is a breakthrough innovation of the traditional vacuum preload drainage board. The design adds multiple inner tubes in the internal space of the drainage board, including a first inner tube that is fully permeable and a second and third inner tubes that are partially permeable (the upper part is impermeable and the middle and lower parts have permeable sections). The first inner tube and the second and third inner tubes are arranged in intervals or discharged continuously. The surface of the drainage board is covered with a permeable membrane, and the seepage of the foundation can enter the permeable sections of the first inner tube or other inner tubes through the permeable membrane; at the same time, the present invention realizes intelligent regulation of each inner tube through a master controller and a two-state time-sharing control switch. The first inner tube provides basic drainage function, and the second and third inner tubes are mainly responsible for applying vacuum from the middle and lower parts and properly transporting sediment. The first inner tube is connected to the middle and lower permeable parts of the second and third inner tubes to realize vacuum conduction and ensure that the vacuum negative pressure can be further diffused horizontally into the surrounding soil. This collaborative innovation of structure and control fundamentally improves the problem of vacuum attenuation of traditional drainage boards. Traditional drainage boards use a single channel to simultaneously undertake the horizontal diffusion and vertical transportation functions of vacuum. When local blockage occurs, long-distance vertical water vapor transportation and vacuum transfer will be significantly affected. The present invention uses multiple inner tubes to control the drainage board in a time-sharing manner. The vertical vacuum transfer does not rely on a single drainage channel. Even if some drainage channels are locally blocked, other channels can still maintain the overall vertical vacuum transfer, effectively ensuring the transmission effect of the vacuum to the surrounding soil. At the same time, the master controller of the present invention can dynamically adjust the start and stop timing and vacuum negative pressure of each inner tube based on real-time monitoring data using an adaptive control algorithm. Since the inner tube is designed as a multi-branch structure, each inner tube can be independently controlled by a dual-state time-sharing control switch. When the branch pipe started earlier fails due to blockage or other reasons, the next batch of inner tubes can be opened and transferred to different designed depths, thereby maintaining the effective transfer of vacuum and improving the applicability and efficiency of foundation treatment technology. The present invention forms a time-sharing control system through a general controller and a two-state time-sharing control switch. Different groups of inner pipes can be switched step by step or at regular intervals according to the consolidation and clogging conditions of the soil. The vacuum transfer condition, clogging condition and consolidation degree of the soil can be monitored by pre-installed vacuum sensors, flow rate sensors and compression sensors in the surrounding soil on the multi-inner-pipe time-sharing control drainage plate, thereby providing a reference for time-sharing control. When a flow drop or complete blockage is detected, the time-sharing control system can start other inner pipes to work alone or simultaneously with the inner pipes started in the early stage.

[0239] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. Multiple inner tube time-sharing control drainage board, characterized in that: The multi-inner-tube time-sharing controlled drainage plate comprises a vertical drainage body, both sides of the vertical drainage body are provided with water-permeable membranes, the vertical drainage body comprises a plurality of first inner tubes provided on one side of the water-permeable membrane, a second inner tube is provided on one side of the first inner tube, and a third inner tube is provided on the other side of the first inner tube; and the tube wall of the first inner tube is made of a water-permeable material, the top of the tube wall of the second inner tube is made of a water-impermeable material, the middle and bottom of the tube wall of the second inner tube are made of a water-permeable material, the top and middle of the tube wall of the third inner tube are made of a water-impermeable material, and the bottom of the tube wall of the third inner tube is made of a water-permeable material; A plug-in snap-on locking connector is provided at the top of the vertical drainage body, and a plurality of linearly arranged plug-in tongue-and-groove locking heads are provided at the bottom end of the plug-in snap-on locking connector, and plug-in tongue-and-groove locking holes matching the plug-in tongue-and-groove locking heads are provided on the outer sides of the tops of the first inner tube, the second inner tube and the third inner tube; a dual-state time-sharing control switch connected to the plug-in tongue-and-groove locking connector is provided at the top of the first inner tube, the second inner tube and the third inner tube, and a water collecting pipe is provided at one end of the water collecting pipe, and a main controller is provided at the top of one end of the water collecting pipe.

2. The multi-inner-tube time-sharing controlled drainage board according to claim 1 is characterized in that: The multi-inner-tube time-sharing control drainage board comprises: S1. Based on the multi-inner-tube time-sharing control of the drainage board, a real-time monitoring network is established using vacuum sensors, soil compression sensors and flow rate sensors to obtain the vacuum, compression and flow rate data of each depth of soil layer in real time, and an initial state matrix is ​​established to obtain the initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution; S2. Based on the initial state information, the preset time-sharing control algorithm is used to generate the priority ranking and time-sharing control schedule for the inner pipe startup, and the multi-inner pipe control strategy is established in combination with the real-time analysis results of the soil consolidation rate, the clogging trend of the drainage board and the vacuum attenuation law; S3. Based on the multi-inner tube control strategy, a dual-state time-sharing control switch is used to execute a time-sharing control instruction to adjust the vacuum negative pressure of each inner tube.

3. The multi-inner-tube time-sharing controlled drainage board according to claim 2 is characterized in that: The drainage board is controlled in time-sharing manner based on multiple inner tubes, and a real-time monitoring network is established by using vacuum sensors, soil compression sensors and flow rate sensors to obtain vacuum, compression and flow rate data of soil layers at different depths in real time, and to establish an initial state matrix to obtain the initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution, including: S11, based on the monitoring data of the vacuum sensor, flow velocity sensor on the multi-inner tube drainage plate and the compression sensor in the surrounding soil, a standardized monitoring data set is established using a signal processing algorithm; S12. Based on the standardized monitoring data set, a multidimensional data analysis model is used to obtain the vacuum distribution, compression change and flow velocity state information of each depth of the soil layer, and the initial state matrix of the system operation is obtained through a data fusion algorithm; S13. Based on the initial state matrix, the state assessment model is used to generate initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution.

4. The multi-inner-tube time-sharing controlled drainage board according to claim 3 is characterized in that: According to the standardized monitoring data set, the multidimensional data analysis model is used to obtain the vacuum distribution, compression change and flow velocity state information of each depth of soil layer, and the initial state matrix of the system operation is obtained through the data fusion algorithm, including: S121. Based on the standardized monitoring data set, the vacuum function, the flow rate function and the compression function are calculated, and a parameter attenuation model is established through linear regression analysis; S122, generating a state equation and an observation equation according to a parameter attenuation model, and obtaining a state parameter correction value of each depth point through data fusion calculation; S123. Based on the state parameter correction values, the spatial distribution characteristics of vacuum degree, flow rate and compression amount are obtained, and the initial state matrix of the system operation is established.

5. The multi-inner-tube time-sharing controlled drainage board according to claim 3 is characterized in that: The state assessment model includes an initial state assessment equation for soil consolidation state, an initial state assessment equation for drainage board clogging degree, and an initial state assessment equation for vacuum distribution; Among them, the expression of the initial state evaluation equation of the soil consolidation state is: Cs(h)=[M(1,3)-M(h,3)] / M(1,3)×α×100% Where Cs(h) is the degree of soil consolidation at depth h, M(1,3) is the surface compression, M(h,3) is the compression at depth h, and α is the correction factor; The expression of the initial state evaluation equation of the drainage board clogging degree is: Ss(h)=[1-M(h,2) / M(1,2)]×[1-M(h,1) / M(1,1)]×β×100% Where Ss(h) is the siltation degree of the drainage board at depth h, M(h,2) and M(1,2) are the velocity values ​​at depth h and on the surface, respectively, M(h,1) and M(1,1) are the vacuum values ​​at depth h and on the surface, respectively, and β is the weight coefficient; The expression of the initial state evaluation equation of the vacuum distribution is: Vs(h)=M(h,1) / M(1,1)×γ×100% Where Ss(h) is the vacuum maintenance rate at depth h, and γ is the attenuation correction coefficient.

6. The multi-inner-tube time-sharing controlled drainage board according to claim 2, characterized in that: According to the initial state information, a preset time-sharing control scoring algorithm is used to generate the priority ranking and time-sharing control schedule of the inner pipe startup, and combined with the real-time analysis results of the soil consolidation rate, the clogging trend of the drainage board and the vacuum attenuation law, a multi-inner pipe control strategy is established, including: S21, based on the initial state information, using a preset time-sharing control scoring algorithm, obtaining the startup priority sequence of each inner pipe in the multi-inner-pipe time-sharing control drainage board, and obtaining an initial time-sharing control timing table through timing optimization calculation; S22. Based on the initial time-sharing control time table, using real-time monitoring data, generate dynamic analysis results of soil consolidation rate, drainage board clogging trend and vacuum attenuation law, and establish an expected state model of multi-inner-tube time-sharing control drainage board through a trend prediction model; S23. Based on the expected state model, the adaptive control algorithm is used to obtain the control parameters of each inner tube, and a multi-inner tube control strategy is established through constraint screening.

7. The multi-inner-tube time-sharing controlled drainage board according to claim 6, characterized in that: Based on the initial state information, a preset time-sharing control scoring algorithm is used to obtain the startup priority sequence of each inner pipe in the multi-inner-pipe time-sharing control drainage board, and the initial time-sharing control timing table is obtained through timing optimization calculation, including: S211, according to the initial state information of soil consolidation state, drainage board clogging degree and vacuum distribution, using the preset time-sharing control scoring algorithm, generate the state score of each inner pipe, and obtain the inner pipe startup priority score through weight calculation; The expression of the preset time-sharing control scoring algorithm is: P(i)=w1×Cs(i)+w2×Ss(i)+w3×[1-Vs(i)] Where, P(i) is the comprehensive score of inner tube i, Cs(i) is the soil consolidation degree at the corresponding depth of inner tube i, Ss(i) is the siltation degree at the corresponding depth of inner tube i, Vs(i) is the vacuum retention rate at the corresponding depth of inner tube i, w1, w2, w3 are the weight coefficients of soil consolidation degree, siltation degree and vacuum retention rate respectively; S212, based on the internal pipe start priority score, using the sorting rules, obtaining the start sequence of each internal pipe group in the multi-inner pipe time-sharing control drainage board, and establishing a hierarchical start sequence through threshold analysis; S213, according to the hierarchical startup sequence, using the timing optimization algorithm, generate the startup time interval of the internal pipe groups of each level, and combine it with the operation cycle to obtain the initial time-sharing control timing table.

8. The multi-inner-tube time-sharing controlled drainage board according to claim 6, characterized in that: The method generates dynamic analysis results of soil consolidation rate, drainage board clogging trend and vacuum attenuation law based on the initial time-sharing control time table and real-time monitoring data, and establishes the expected state model of multi-inner-tube time-sharing control drainage board through soil consolidation rate equation and parameter evolution model, including: S221, based on the initial time-sharing control time series table, using the compression change rate in the real-time monitoring data, generate a consolidation rate curve of the soil layer at each depth, and obtain a soil consolidation rate equation through numerical fitting; The soil consolidation rate equation is expressed as: C(t)=c0×e^(-λt) Where C(t) is the consolidation rate at time t, c0 is the initial consolidation rate, and λ is the attenuation coefficient; S222, according to the flow rate and vacuum data in the real-time monitoring data, using the state tracking algorithm, obtain the clogging trend and vacuum attenuation law of the multi-inner pipe time-sharing control drainage board, and establish a parameter evolution model through time series analysis; The parameter evolution model includes a blockage degree evolution equation and a vacuum degree attenuation equation; The expression of the blockage degree evolution equation is: S(t)=S0+k1×t The expression of the vacuum decay equation is: V(t)=V0×(1-k2×t) Where, S(t) and V(t) are the blockage degree and vacuum degree at time t, respectively; S0 and V0 are the initial values ​​of blockage degree and vacuum degree, respectively; k1 and k2 are the change rate coefficients of blockage degree and vacuum degree, respectively; S223. Based on the soil consolidation rate equation and parameter evolution model, the expected state model of the multi-inner-tube time-sharing controlled drainage board is established through reliability analysis; The expression of the expected state model is: R(t)=μ1×[C(t) / c0]+μ2×[1-S(t) / 100]+μ3×[V(t) / V0] Where R(t) is the system reliability of the multi-inner-tube time-sharing control drainage board at time t, μ1, μ2, and μ3 are the consolidation rate weight coefficient, siltation weight coefficient, and vacuum weight coefficient, respectively.

9. The multi-inner-tube time-sharing controlled drainage board according to claim 6, characterized in that: The control parameters of each inner tube are obtained by using an adaptive control algorithm based on the expected state model, and the control strategy of multiple inner tubes is established by screening through constraint conditions, including: S231, generating vacuum adjustment parameters for each inner tube group using an adaptive control algorithm according to the expected state model; S232, based on the vacuum adjustment parameters of each inner tube group, using a multi-objective optimization algorithm, generating a coordinated operation plan for each inner tube group; S233. According to the coordinated operation plan of each inner pipe group, a multi-inner pipe control strategy is obtained by screening through constraint conditions.

10. The multi-inner-tube time-sharing controlled drainage board according to claim 2, characterized in that: The method based on the multi-inner tube control strategy and using the dual-state time-sharing control switch to execute the time-sharing control instruction and adjust the vacuum negative pressure of each inner tube includes: S31, generating a time-sharing control instruction sequence according to the multi-internal tube control strategy; S32, based on the time-sharing control instruction sequence, using the dual-state time-sharing control switch to control the time-sharing start and stop of each inner tube, and by adjusting the output power of the vacuum pump, the vacuum negative pressure is transmitted from the water collecting pipe to each inner tube; S33. According to the operating status of each inner tube and in combination with feedback control rules, the vacuum negative pressure parameters are adjusted in real time.

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