Railway roadbed bag pipe method grouting lifting intelligent control method

Abstract

The invention discloses a railroad bed bag pipe method grouting lifting intelligent control method which comprises the following steps that bag pipes are arranged at the bottom of a subgrade settlement section, and each bag pipe is connected with a grouting machine through an intelligent ball valve; a vertical displacement monitoring target is arranged on the surface of the roadbed right above the bag pipe, and a machine vision displacement measuring instrument is adopted to monitor the lifting amount of the roadbed in real time during grouting; in the grouting process, the bag pipe corresponding to the monitoring target with the maximum target lifting amount serves as a starting point, and the opening time of the intelligent ball valve of each bag pipe is determined in proportion according to the target lifting amount of each point; after each round of grouting is finished, according to the newest target lifting amount of the monitoring target, the grouting sequence and the intelligent ball valve opening time of each bag pipe are adjusted, and then the next round of grouting is conducted; and in the grouting process, the grouting time of the bag pipe corresponding to the monitoring target with the maximum target lifting amount is gradually shortened till the roadbed is lifted to the expected effect. The device has the advantages that the roadbed lifting amount is monitored in real time, accurate and controllable, and the grouting pipe is effectively prevented from being blocked.

Description

Technical Field

[0001] This invention relates to the technical field of roadbed lifting, and in particular to an intelligent control method for railway roadbed grouting lifting using the tube method. Background Technology

[0002] Railway subgrade is a crucial component of railway infrastructure, and its long-term stable smoothness is key to ensuring the safe, smooth, and high-speed operation of trains. During operation, due to factors such as changes in geological conditions, groundwater erosion, repeated dynamic loads, and natural settlement, railway subgrades often experience uneven settlement, leading to excessive geometric deformation and displacement of the tracks, which can seriously affect train operation safety. While various technologies exist for remediating uneven settlement of railway subgrades, each has significant limitations. Traditional techniques, such as subgrade replacement, require interrupting train operations, involve large excavations, have long construction periods, high economic costs, and cause severe environmental disturbance, making them unsuitable for the rapid repair needs during "maintenance windows" on high-density main lines. Although fiber optic sensing technology for measuring vertical displacement of the subgrade offers high measurement accuracy, its installation and maintenance costs are high.

[0003] To address this type of damage, a grouting and lifting technique using a capsule-like tube is proposed. This is a grouting technique for micro-disturbance repair of railway subgrade structures. Its principle primarily utilizes the capsule-like tube to restrict grout diffusion. Cement-based grouting material is injected into the designed grouting capsule, and the grouting pressure pushes the subgrade soil upwards. The capsule-like tube acts as a constraint, ensuring the grouting area is within the specified range and preventing grout leakage. The grouting operation can be completed when the desired effect is achieved. During the capsule-like tube grouting and lifting process, real-time monitoring of the settlement in the settlement zone is necessary to facilitate timely adjustments to the grouting plan; therefore, railway subgrade settlement monitoring is indispensable.

[0004] Existing roadbed settlement monitoring typically employs traditional manual measurement methods. This involves first installing leveling rods on the roadbed in the settlement area, then reading the leveling rods using a level instrument. The movement and reading of the level instrument, the erection of the leveling rods, and the recording of measurement data are all done manually. Finally, the measurement data is manually input into a computer for data processing to obtain the road settlement results. However, this manual measurement method is slow, has low accuracy, high labor costs, cumbersome data processing, is prone to human error in the final data results, requires interrupting traffic or utilizing maintenance windows, only measures discrete points, and cannot achieve real-time monitoring.

[0005] Traditional grouting for roadbed elevation involves sequential grouting in a single operation, resulting in long intervals between each grouting point, such as several hours, leading to minimal elevation. When multiple grouting tubes are used for simultaneous grouting, coordinating the grouting control of each tube becomes difficult, and precise coordination is impossible to achieve manually. Summary of the Invention

[0006] The purpose of this invention is to address the shortcomings of the prior art by providing an intelligent control method for grouting and lifting of railway subgrade using the tube method. This method uses a machine vision displacement measuring instrument to measure the subgrade lifting amount. Before grouting and lifting, the tube is placed at the lifting point of the designated settlement section. The settlement amount is measured by placing reflective targets at fixed intervals in the subgrade settlement section. The tube with the largest settlement at the bottom is used as the first grouting tube in each round, and the grouting time is the longest. The grouting time is reduced for the tubes on both sides with decreasing settlement. The grouting ball valves are opened sequentially to perform cyclic grouting until the subgrade lifting returns to the expected effect. During each round of grouting, the machine vision displacement measuring instrument monitors the subgrade lifting amount in real time and feeds it directly to the mobile cloud, eliminating the need for manual recording.

[0007] The objective of this invention is achieved through the following technical solutions: A method for intelligent control of grouting and lifting of railway subgrade using the tube grouting method, the method comprising the following steps: S1: Drill holes at the bottom of the roadbed settlement section and lay n bladder tubes at equal intervals along the cross section of the roadbed; wherein, each bladder tube is equipped with an intelligent ball valve, and multiple intelligent ball valves are connected in parallel to the same grouting machine; S2: Vertical displacement monitoring targets are deployed on the roadbed surface directly above each of the aforementioned tubes; S3: Use a machine vision displacement measuring instrument to measure the uplift at each vertical displacement monitoring target. Based on the initial elevation of the line design, determine the target uplift of each vertical displacement monitoring target, and record it as △h1, △h2, △h3, ..., △h n-1 , △h n And determine the maximum target lift Δh. max ; S4: From the maximum target lift Δh max The first round of grouting began in the capsule directly below the vertical displacement monitoring target; during the grouting process, the opening time Δt of the intelligent ball valve of this capsule was recorded. max The first preset time; the opening time of the intelligent ball valve in the remaining bladder tubes is Δt. i Based on the target lift △h of the corresponding vertical displacement monitoring target. i According to the formula △t i =(△h i / △h max ) * △t max Calculation determined; S5: After one round of grouting is completed, based on the rise of each vertical displacement monitoring target measured by the machine vision displacement measuring instrument, update the target rise of each vertical displacement monitoring target Δh1, Δh2, Δh3, ..., Δh n-1 , △h nThe updated vertical displacement monitoring target lift Δh was obtained. max ; S6: Perform a new round of grouting, corresponding to the new round of Δh. max Grouting time △t of the bladder tube max Compared to the previous round's △t max Reduce by a predetermined value; the grouting time Δt for the remaining cysts i Based on the updated settlement Δh i Recalculate according to the formula described in step S4; S7: Repeat steps S5 and S6 until the roadbed rise reaches the expected state, that is, the target rise of each vertical displacement monitoring target is 0.

[0008] Every 4 to 6 of the tubes are connected to one of the grouting machines.

[0009] The intelligent ball valve is controlled by an intelligent system to open and close.

[0010] In step S4, the intelligent ball valves of the bladder tube are opened sequentially in descending order of settlement amount to perform grouting.

[0011] In step S4, the first preset time is 6 to 10 seconds.

[0012] In step S6, the predetermined value is 0.02 to 1 second.

[0013] After grouting of a single bladder tube is completed, bentonite is injected into the bladder tube to prevent blockage and facilitate subsequent grouting after settling.

[0014] The advantages of this invention are: (1) The bladder tube grouting method can achieve fixed-point and quantitative roadbed lifting. The grouting material can be evenly distributed under the restriction of the bladder tube. The bladder tube grouting method can significantly improve the lifting treatment effect and stability. (2) Effectively prevents grout leakage, reduces pollution to the surrounding environment, does not require a lot of excavation and backfilling, reduces damage to the surrounding environment, and the roadbed surface can directly bear traffic load after grouting is completed without waiting for the grout to solidify. (3) The bladder tube effectively prevents grout leakage, and due to the short construction period and minimal interference with the surrounding environment, it has a significant advantage in terms of project cost. (4) Compared with traditional manual measurement, machine vision displacement measurement of roadbed settlement saves a lot of measurement time and realizes real-time monitoring; compared with fiber optic sensing measurement technology, the instrument has low cost and no maintenance is required after measurement. Attached Figure Description

[0015] Figure 1 This is a flowchart of the roadbed sluice tube grouting and lifting process of the present invention; Figure 2 This is a schematic diagram of the longitudinal section of the roadbed settlement zone before grouting according to the present invention; Figure 3 This is a schematic diagram of the roadbed settlement section after the first round of grouting according to the present invention; Figure 4 This is a schematic diagram of the roadbed settlement section after the second round of grouting according to the present invention; Figure 5 This is a schematic diagram of the roadbed settlement section after repair according to the present invention; Figure 6 This is a cross-sectional view of the roadbed sluice tube grouting and lifting of the present invention; like Figure 1-6 As shown in the figure, the labels represent: 1. Burr tube; 2. Vertical displacement monitoring target; 3. Intelligent ball valve; 4. Grouting machine; 5. Grout preparation station; 6. Lifting monitoring station. Detailed Implementation

[0016] The features and other related features of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments, so as to facilitate understanding by those skilled in the art: Example: Figure 1 As shown, this embodiment relates to an intelligent control method for grouting and lifting of railway subgrade using the tube method. The method mainly includes the following steps: S1: As Figure 2 As shown, boreholes are drilled at the bottom of the roadbed settlement section, and n bladder tubes 1 are laid at equal intervals along the cross section of the roadbed.

[0017] In this embodiment, the lateral length of the roadbed settlement section is L. Each bladder tube 1 is equipped with a smart ball valve 3, and multiple smart ball valves 3 are connected in parallel to the same grouting machine 4. The grouting machine 4 is connected to the slurry preparation station 5, which is used to provide slurry. Specifically, every 4 to 6 bladder tubes 1 (i.e., every 4 to 6 smart ball valves 3) are connected to one grouting machine 4, and the smart ball valves 3 are opened and closed by a smart system.

[0018] S2: As Figure 2 As shown, vertical displacement monitoring targets 2 are set up on the roadbed surface directly above each tube 1.

[0019] S3: As Figure 2 As shown, a machine vision displacement measuring instrument is used to measure the heave at each vertical displacement monitoring target 2. Based on the initial elevation of the line design, the target heave of each vertical displacement monitoring target 2 is determined and denoted as Δh1, Δh2, Δh3, ..., Δh n-1 , △h n And determine the maximum target lift Δh. max .

[0020] In this embodiment, a lifting monitoring station 6 is set up to collect information on the settlement of the roadbed. The lifting monitoring station 6 integrates a machine vision displacement measuring instrument, which is used to collect and process the image data of each vertical displacement monitoring target 2 in real time and automatically to obtain the lifting amount of the roadbed.

[0021] S4: As Figure 3 and Figure 6 As shown, from the maximum target lift Δh max The first round of grouting begins in the capsule 1 directly below the vertical displacement monitoring target 2; during the grouting process, the opening time △t of the intelligent ball valve 3 of the capsule 1 is... max The first preset time; the opening time △t of the intelligent ball valve 3 of the remaining bladder tube 1. i Based on the target lift △h of the corresponding vertical displacement monitoring target 2 i According to the formula △t i = (△h i / △h max ) * △t max The value of i is determined by calculation (i can be 1 to n).

[0022] In this embodiment, the intelligent ball valve 3 of the bladder tube 1 is opened sequentially in descending order of settlement amount for grouting. Specifically, according to Δh... max Starting from bladder tube 1 (located in the middle of the roadbed settlement section), symmetrical grouting is performed on both sides of bladder tube 1. Assuming Δh max =△h5, first grout the tube 1 corresponding to △h5, then simultaneously grout the tube 1 corresponding to △h4 and the tube 1 corresponding to △h6 (or one in front of the other), then simultaneously grout the tube 1 corresponding to △h3 and the tube 1 corresponding to △h7 (or one in front of the other), then simultaneously grout the tube 1 corresponding to △h2 and the tube 1 corresponding to △h8 (or one in front of the other), and finally simultaneously grout the tube 1 corresponding to △h1 and the tube 1 corresponding to △h9 (or one in front of the other). The first preset time is 6~10 seconds. After the grouting of a single tube 1 is completed, bentonite is injected into the tube 1 to prevent blockage and facilitate subsequent grouting after settlement.

[0023] S5: As Figure 4 and Figure 6 As shown, after one round of grouting is completed, the target uplift amounts Δh1, Δh2, Δh3, ..., Δh2 are updated based on the uplift measurements taken by the machine vision displacement measuring instrument at each vertical displacement monitoring target 2. n-1 , △h n The updated vertical displacement monitoring target 2's target lift Δh was obtained. max .

[0024] S6: As Figure 4and Figure 6 As shown, a new round of grouting is carried out, where the corresponding value for the new round is Δh. max Grouting time △t of bladder tube 1 max Compared to the previous round's △t max Reduce by a predetermined value; the grouting time Δt of the remaining bladder tube 1 i Based on the updated settlement Δh i According to the formula △t in step S4 i = (△h i / △h max ) * △t max Recalculate.

[0025] In this embodiment, the predetermined value is 0.02 to 1 second. The grouting operation is the same as step S4, so it will not be described in detail here.

[0026] S7: As Figure 5 As shown, repeat steps S5 and S6 until the roadbed rise reaches the expected state, that is, the final target rise of each vertical displacement monitoring target 2 is 0.

[0027] The beneficial technical effects of this embodiment are as follows: (1) The bladder tube grouting method can achieve fixed-point and quantitative roadbed lifting. The grouting material can be evenly distributed under the restriction of the bladder tube. The bladder tube grouting method can significantly improve the lifting treatment effect and stability. (2) Effectively prevents grout leakage, reduces pollution to the surrounding environment, does not require a lot of excavation and backfilling, reduces damage to the surrounding environment, and the roadbed surface can directly bear traffic load after grouting is completed without waiting for the grout to solidify. (3) The bladder tube effectively prevents grout leakage, and due to the short construction period and minimal interference with the surrounding environment, it has a significant advantage in terms of project cost. (4) Compared with traditional manual measurement, machine vision displacement measurement of roadbed settlement saves a lot of measurement time and realizes real-time monitoring; compared with fiber optic sensing measurement technology, the instrument has low cost and no maintenance is required after measurement.

Claims

1. A method for intelligent control of grouting and lifting of railway subgrade using the tube grouting method, characterized in that... The method includes the following steps: S1: Drill holes at the bottom of the roadbed settlement section and lay n bladder tubes at equal intervals along the cross section of the roadbed; wherein, each bladder tube is equipped with an intelligent ball valve, and multiple intelligent ball valves are connected in parallel to the same grouting machine; S2: Vertical displacement monitoring targets are deployed on the roadbed surface directly above each of the aforementioned tubes; S3: Use a machine vision displacement measuring instrument to measure the uplift at each vertical displacement monitoring target. Based on the initial elevation of the line design, determine the target uplift of each vertical displacement monitoring target, and record it as △h1, △h2, △h3, ..., △h n-1 , △h n And determine the maximum target lift Δh. max ; S4: From the maximum target lift Δh max The first round of grouting began in the capsule directly below the vertical displacement monitoring target; during the grouting process, the opening time Δt of the intelligent ball valve of this capsule was recorded. max The first preset time; the opening time of the intelligent ball valve in the remaining bladder tubes is Δt. i Based on the target lift △h of the corresponding vertical displacement monitoring target. i According to the formula △t i = (△h i / △h max ) * △t max Calculation determined; S5: After one round of grouting is completed, based on the rise of each vertical displacement monitoring target measured by the machine vision displacement measuring instrument, update the target rise of each vertical displacement monitoring target Δh1, Δh2, Δh3, ..., Δh n-1 , △h n The updated vertical displacement monitoring target lift Δh was obtained. max ; S6: Perform a new round of grouting, corresponding to the new round of Δh. max Grouting time △t of the bladder tube max Compared to the previous round's △t max Reduce by a predetermined value; the grouting time Δt for the remaining cysts i Based on the updated settlement Δh i Recalculate according to the formula described in step S4; S7: Repeat steps S5 and S6 until the roadbed rise reaches the expected state, that is, the target rise of each vertical displacement monitoring target is 0.

2. The intelligent control method for grouting and lifting of railway subgrade using the tube method as described in claim 1, characterized in that... Every 4 to 6 of the aforementioned tubes are connected to one of the aforementioned grouting machines.

3. The intelligent control method for grouting and lifting of railway subgrade using the tube method as described in claim 1, characterized in that... The intelligent ball valve is controlled by an intelligent system to open and close.

4. The intelligent control method for grouting and lifting of railway subgrade using the tube method as described in claim 1, characterized in that... In step S4, the intelligent ball valves of the bladder tube are opened sequentially in descending order of settlement amount to perform grouting.

5. The intelligent control method for grouting and lifting of railway subgrade using the tube method as described in claim 1, characterized in that... In step S4, the first preset time is 6 to 10 seconds.

6. The intelligent control method for grouting and lifting of railway subgrade using the tube method as described in claim 1, characterized in that... In step S6, the predetermined value is 0.02 to 1 second.

7. The intelligent control method for grouting and lifting of railway subgrade using the tube method as described in claim 1, characterized in that... After grouting of a single bladder tube is completed, bentonite is injected into the bladder tube to prevent blockage and facilitate subsequent grouting after settlement.

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