Construction method of mountain-shaped bundled pipe curtain structure for zero-distance undercrossing of existing stations

Abstract

The present invention belongs to the technical field of pipe curtain construction. The present invention provides a construction method for a mountain-shaped bundled pipe curtain structure that passes under an existing station at zero distance, including: connecting multiple standard pipes and tool pipes through locking buckles to form a mountain-shaped bundled pipe curtain structure; during construction, first, the working well structure is constructed, and then the finite element software is used to design the pipe joint dimensions; the excavation section and the surrounding area are reinforced; after the pipe curtain jacking is completed, an intelligent synchronous tensioning system is used for synchronous tensioning to ensure the integrity of the pipe curtain structure; finally, a finite element software is used to establish a model of passing under the existing station at zero distance, and a steady-state balance truss is designed and constructed. Through the mountain-shaped pipe curtain structure, with the intelligent synchronous tensioning system and the designed steady-state balance truss, the structural safety of the existing station is ensured while passing under the existing station at zero distance.

Description

Technical Field

[0001] The invention belongs to the technical field of pipe curtain construction, and specifically relates to a construction method for a mountain-shaped bundled pipe curtain structure that passes under an existing station at zero distance. Background Art

[0002] In big cities, with the increasing development of the urban subway system, subway lines have become an important part of urban life. In order to achieve zero-distance transfer between subway station platforms, it is necessary to carry out crossing construction through some existing subway stations. However, there are many problems in crossing construction in soft soil areas, such as poor formation stability, high construction difficulty, and high construction risks.

[0003] Conventional subway crossing construction methods usually include the manual excavation method and the mechanical method. The manual excavation method requires large-scale working pits to be excavated on the ground, which has a great impact on the surrounding environment, and at the same time has high construction difficulty and risks. Although the mechanical method can reduce the impact of ground excavation, in soft soil areas, the formation stability is poor, which is prone to cause ground settlement or gushing accidents. In addition, traditional crossing construction methods also have a great impact on existing subway stations, often requiring large-scale reinforcement and renovation of the stations, and even temporarily closing the stations, bringing great inconvenience to subway operation and citizens' travel.

[0004] Based on the above characteristics, there is an urgent need to propose a new bundled pipe curtain structure and method to solve the problem of passing under an existing station at zero distance in soft soil areas. This structure and method not only need to be able to effectively solve the construction problems in soft soil areas, but also minimize the impact on existing stations to ensure the normal operation of the subway.

[0005] Therefore, the invention provides a construction method for a mountain-shaped bundled pipe curtain structure that passes under an existing station at zero distance. Summary of the Invention

[0006] In order to make up for the deficiencies of the prior art and solve at least one of the technical problems proposed in the background art.

[0007] The technical solution adopted by the invention to solve its technical problems is as follows:

[0008] In the first aspect, the invention provides a mountain-shaped bundled pipe curtain structure that passes under an existing station at zero distance, including:

[0009] Tool pipe, standard pipe, lock buckle; the pipe curtain structure is in the shape of a mountain, consisting of multiple standard pipe sections and multiple tool pipe sections. The standard pipe sections are arranged in sequence, and the tool pipe sections are set at both ends of the standard pipe section row; the lock buckle type is a CT type lock buckle, and the standard pipe sections and the standard pipe sections and the tool pipe sections are connected by lock buckles; the top of the pipe curtain structure is open, without pipe sections, and one or more rows of vertical pipe sections are added in the middle. The webs of the standard pipe sections and the tool pipe sections are provided with through holes, and the through holes are used to pass the prestressed tendons, which are tensioned through the tool pipes to connect the pipe curtain structure into a whole; the prestressed tendons are linearly bundled; the pipe curtain The tool pipe at the top of the structure is connected to the existing subway station floor through embedded reinforcement, and the prestressed tendons are tensioned through the bundle. A customized intelligent synchronous tensioning system is used for precise construction. After the tensioning is completed, advanced stable anchor control devices are used for anchoring. The intelligent synchronous tensioning system includes the following components: oil pipes, signal lines, intelligent tensioning host machines, jacks, and stable anchor control devices. The intelligent tensioning host machine controls the jacks through oil pipes and signal lines to achieve synchronous tensioning. The stable anchor control device uses shape memory alloy SMA. After the prestressed tendons are tensioned, the SMA is heated to restore the memory shape, tightly grasping the prestressed tendons to ensure stable anchoring.

[0010] In a second aspect, the present invention provides a method for a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station, comprising:

[0011] S1: Relocation of underground pipelines around new subway stations, transformation of traffic routes, geological survey, design and planning of construction plans;

[0012] S2: Carry out the construction of the bundled pipe curtain working well structure;

[0013] S3: Strengthen the overlapping transfer area between the existing station and the new station and the surrounding foundation pit;

[0014] S4: Jacking construction of steel pipe sections for bundled pipe curtain in the dark excavation section;

[0015] S5: Pipe segment threading in underground excavation section, pre-buried frozen pipes, concrete pouring, and intelligent synchronous tensioning;

[0016] S6: Strengthen the base slab of existing subway stations;

[0017] S7: Excavate the dark excavation area and carry out structural construction after completion.

[0018] In a third aspect, the present invention provides a method for constructing a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station, further comprising:

[0019] Compare and analyze the pipeline axis deviation after each jacking according to the preset jacking monitoring distance, output the jacking evaluation value, and judge whether it is necessary to perform predictive analysis on the subsequent jacking of the pipeline. If so, generate a prediction signal;

[0020] Based on the prediction signal, the pipeline axis deviation after each subsequent jacking according to the preset jacking monitoring distance is analyzed to predict the subsequent abnormal jacking, obtain the predicted abnormal jacking, and process and analyze the jacking optimization demand value. According to the jacking optimization demand value, it is determined whether the subsequent pipeline jacking needs to be optimized. If so, an optimization signal is generated;

[0021] Based on the optimization signal, according to the predicted subsequent abnormal jacking, the jacking monitoring optimization value is processed to obtain the jacking monitoring distance according to the jacking monitoring optimization value.

[0022] In a fourth aspect, the present invention provides a construction system for a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station, comprising:

[0023] Compare and analyze the pipeline axis deviation after each jacking according to the preset jacking monitoring distance, output the jacking evaluation value, and judge whether it is necessary to perform predictive analysis on the subsequent jacking of the pipeline. If so, generate a prediction signal;

[0024] Optimization demand analysis module: Based on the prediction signal, the pipeline axis deviation is analyzed after each subsequent jacking according to the preset jacking monitoring distance, and the subsequent abnormal jacking is predicted to obtain the predicted abnormal jacking, and the jacking optimization demand value is obtained through processing and analysis. According to the jacking optimization demand value, it is determined whether the subsequent pipeline jacking needs to be optimized. If so, an optimization signal is generated;

[0025] Monitoring optimization module: Based on the optimization signal, according to the predicted subsequent abnormal jacking, the jacking monitoring optimization value is processed, and the jacking monitoring distance is optimized according to the jacking monitoring optimization value.

[0026] The beneficial effects of the present invention are as follows:

[0027] 1. The present invention solves the problem of using the pipe curtain method to pass through existing stations at zero distance in soft soil areas. The traditional bundled pipe curtain is in the shape of a "mouth", and a row of pipe curtains is added between the dark excavation area and the existing station, making it impossible for the traditional bundled pipe curtain to pass through the existing subway station at zero distance. When passing through at zero distance, there is a lack of pipe curtain structure support under the floor of the existing subway station, which is prone to generate a large bending moment. After the crossing is completed, when constructing the transfer channel, it is necessary to chisel out the existing pipe curtain structure. Since the pipe curtain structure is composed of a steel shell and concrete, it is difficult to chisel out, and the integrity of the existing pipe curtain structure will be affected after chiseling out. The bundled pipe curtain structure for passing through an existing station at zero distance in a soft soil area provided by the present invention adopts a "mountain"-shaped design, and the newly added row of pipe curtains can share part of the bending moment of the existing station floor. At the same time, the upper opening of this design is convenient for directly chiseling out the subway station floor for the construction of the transfer channel, and will not affect the integrity of the pipe curtain, so the bearing capacity and stability of the pipe curtain are significantly improved.

[0028] 2. The construction method of the bundled pipe curtain structure for passing under an existing station at zero distance in a soft soil area provided by the present invention solves the problem of excessive bending moment of the station floor. The traditional pipe curtain adopts artificial tensioning of prestressed tendons, and the loss of prestressed tendons in short-beam tensioning is large; the additional vertical pipe curtain of the "mountain"-shaped pipe curtain can be used to share the bending moment of the floor, but it still cannot meet the design requirements of the bending moment of the floor. By adopting the construction method provided by the present invention, an intelligent synchronous tensioning system is used, and intelligent synchronous tensioning is performed according to the principle of "symmetry of the same section, staggered of different sections, and graded tensioning from the middle to both sides", ensuring that the bundled pipe curtain structure is subjected to force and deformation synchronously during the tensioning process, thereby enhancing its integrity; at the same time, a stable anchor control device is set at the end of the prestressed tendon to reduce the retraction of the prestressed tendon. A steady-state balanced truss is installed at the maximum bending moment between the existing station column and the floor, so that the maximum bending moment of the existing station floor is evenly distributed to each column, effectively reducing the floor bending moment and meeting the design requirements. This invention allows engineers to carry out underground construction more efficiently, safely and accurately, greatly reducing the risks and dangers of such projects. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] The present invention will be further described below in conjunction with the accompanying drawings.

[0030] Figure 1 A schematic diagram of a bundled pipe-roof structure for passing under an existing station in a soft soil area at zero distance provided by an embodiment of the present invention;

[0031] Figure 2 A first diagram of finite element calculation of pipe segment design provided by an embodiment of the present invention;

[0032] Figure 3 A second diagram of finite element calculation of pipe segment design provided by an embodiment of the present invention;

[0033] Figure 4 Schematic diagram of the intelligent synchronous tensioning device provided by an embodiment of the present invention;

[0034] Figure 5 Schematic diagram of the diaphragm wall arrangement provided by an embodiment of the present invention;

[0035] Figure 6 Cross-sectional view of the lining structure arrangement provided by an embodiment of the present invention;

[0036] Figure 7 Longitudinal sectional view of the lining structure arrangement provided by an embodiment of the present invention;

[0037] Figure 8 Rear support arrangement diagram provided by an embodiment of the present invention;

[0038] Figure 9 Finite element calculation result diagram of the load and stress distribution of the existing station floor provided by an embodiment of the present invention;

[0039] Figure 10 Reinforcement truss brace arrangement diagram provided by an embodiment of the present invention;

[0040] Figure 11 Flow chart of the construction method of the bundled pipe curtain structure provided by an embodiment of the present invention;

[0041] Figure 12 Flow chart of the construction method steps of pipe jacking provided by an embodiment of the present invention;

[0042] Figure 13 System block diagram of pipe jacking construction provided by an embodiment of the present invention.

[0043] The markings in the figure are as follows:

[0044] 1. Existing subway station floor; 2. Standard pipe section; 3. Tool pipe section; 4. Lock; 11. T-shaped corner wall; 12. Existing station diaphragm wall; 13. Temporary column; 14. Frame beam; 15. Pilaster; 16. Steady state balance truss; 21. Gap between pipe sections; 31. Anchorage end; 32. Prestressed tendon; 33. Through hole; 34. Intelligent synchronous tensioning system; 341. Oil pipe; 342. Signal wire; 343. Intelligent tensioning main engine; 344. Jack; 345. Stable anchor and optimal control device; 35. Rebar implantation; 51. Steel diagonal brace; 52. Steel support; 61. Sandwich soil reinforcement; 62. Reinforcement for entry and exit; 63. Top through-length water stop reinforcement; 71. Concrete support; 72. Leveling pad. Detailed implementation manners

[0045] In order to make the technical means, creative features, achieved purposes and effects realized by the present invention easy to understand, the present invention will be further described below in conjunction with specific implementation manners.

[0046] Example 1

[0047] like Figure 1 As shown, the embodiment of the present invention is a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station, and the bundled pipe curtain structure includes: 2. a standard pipe-pipe section; 3. a tool pipe-pipe section; 4. a lock;

[0048] The pipe curtain structure is composed of multiple standard pipe sections 2 and tool pipe sections 3. The size selection steps of the standard pipe sections 2 and tool pipe sections 3 are as follows: First, the finite element software abaqus is used to perform stress analysis on pipe sections of different sizes. Figures 2 - 3 As shown, the pipe segment size is determined according to the maximum bending moment of pipe segments of different sizes. The standard pipe segments 2 are arranged in sequence, and the tool pipe segments 3 are arranged at both ends of the standard pipe segments 2. The standard pipe segments 2 and the standard pipe segments 2 and the tool pipe segments 3 are connected by lock buckles 4. The lock buckles 4 are double lock buckle waterproof type, which is a CT type lock buckle. The lock buckles 4 are filled with grease. The lock buckles 4 serve as positioning measures between the pipe segments to ensure that the pipe segments are not misplaced during construction. The filled grease serves as a waterproof measure. The top of the pipe curtain structure is open, and no pipe segments are arranged. A column of vertical pipe segments is added in the middle, including multiple standard pipe segments 2 and a tool pipe segment 3;

[0049] A through hole 33 is reserved in the web of the standard pipe section 2 and the tool pipe section 3, and a corrugated pipe is used for horizontal post-tensioning. The prestressed tendon 32 is inserted through the corrugated pipe, and an anchor plate is installed at the end; after tensioning, a stable anchor control device 345 is arranged at the end of the prestressed tendon 32 to reduce the shrinkage of the prestressed tendon 32 and form an anchor end 31; the lock buckle 4 is used as a positioning measure to connect each standard pipe section 2 and the standard pipe section 2 and the tool pipe section 3; the prestressed tendon 32 adopts a linear bundle, and one strand is arranged at a longitudinal interval of 0.5m; before the prestressed tendon 32 is inserted and tensioned, concrete is poured in the corrugated pipe and the standard pipe section 2 and the gap 21 between the pipe sections. After the prestressed tendon 32 is tensioned, the top pipe section is first opened upward to plant the tendon 35, and the top pipe section is connected to the existing subway station floor 1, and finally the concrete in the tool pipe section 3 is poured.

[0050] Example 2

[0051] like Figures 2 - 11 As shown, based on Example 1, a construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to an embodiment of the present invention includes:

[0052] S1: Carry out the relocation of underground pipelines around the newly built subway station, the transformation of traffic routes, geological survey, design and planning of construction plans.

[0053] S2: Carry out the construction of the bundled pipe curtain working well structure;

[0054] S21: A T-shaped corner wall 11 is set at the corner of the underground continuous wall of the working pit, and the cantilevered flange is attached to the existing station ground connection wall 12. Jet jet piles are used to reinforce and stop water at the junction of the new and old ground walls;

[0055] S22: At the position where the working well is attached to the old ground wall, the side wall from the lower second floor to the bottom plate is not poured, and a temporary column 13, frame beam 14, and wall column 15 are used to form a beam-column system to facilitate the later pipe curtain construction;

[0056] S23: The top plate, the next layer plate and the next two layers plate of the working pit need to reserve the top pipe hoisting holes of the bundled pipe curtain to ensure the hoisting requirements of the pipe jacking machine and pipe sections;

[0057] S24: The pipe curtain is arranged in the working shaft to lean against the starting point, and the bottom pipe curtain is provided with an inclined beam to lean against, which is parallel to the side wall of the starting surface of the working shaft. The side pipe curtain and the middle partition wall pipe curtain use temporary columns 13 and concrete supports 71 as backing, and the west side pipe curtain uses the side wall of the working shaft structure as backing;

[0058] S25: Before each pipe curtain is pushed in, the leveling pad 72 is used for back-leveling; the soil at the negative corners on both sides of the working well is reinforced;

[0059] S3: Strengthen the overlapping transfer area between the existing station and the new station and the surrounding foundation pit;

[0060] S31: reinforcement of the core soil between the new and old ground walls 61, reinforcement of the inlet and outlet holes 62 and top full-length water-stop reinforcement 63;

[0061] S32: The sandwich soil between the new and old ground walls is reinforced with MJS. The plane reinforcement range is the width of the working pit, from the bottom to the bottom of the new station floor, and from the top to about 4m above the existing subway station floor 1;

[0062] S33: The entrance and exit holes are reinforced with MJS, with the longitudinal reinforcement to 3m outside the old ground wall and the cross-section reinforcement to 3m outside the cross-section of the bundled pipe curtain;

[0063] S34: The top pipe curtain water stop reinforcement adopts full-length MJS reinforcement on the outside of the gap between the pipe curtain and the bottom plate, and the frozen pipe is pre-buried on the top of the pipe section, and the top is frozen and water-stopped before the pipe curtain is constructed;

[0064] S4: Jacking construction of steel pipe sections for bundled pipe curtain in the dark excavation section;

[0065] S41: Using the lock buckle 4 as a positioning measure, the standard pipe section 2 and the tool pipe section 3 at the corner are pushed in by the rectangular section pipe jacking machine. When pushing in a new pipe section, the lock buckle 4 is first aligned, and then the cutter head is used for cutting and pushing in.

[0066] S42: According to the construction space of the starting well, the pipe segments are connected longitudinally by segmental welding; after the jacking is completed, the lock buckle 4 is cleaned with a high-pressure water gun, and grease is filled in the CT type lock buckle with a grease pump until new grease is seen overflowing from the filling part;

[0067] S5: Pipe segment threading in underground excavation section, pre-buried frozen pipes, concrete pouring, and intelligent synchronous tensioning;

[0068] S51: Using the through holes 33 reserved in the webs of the standard pipe segment 2 and the tool pipe segment 3, a corrugated pipe for post-tensioning is passed transversely to fill concrete in all the pipe segments and gaps except the tool pipe operation space at the corner and the top pipe segment;

[0069] S52: insert and synchronously tension the prestressed tendons 32; after the concrete strength reaches the design requirements, the prestressed tendons 32 are inserted in sequence using a corrugated tube, and the intelligent synchronous tensioning device 34 is used to perform intelligent synchronous tensioning according to the principle of "symmetry of the same section, staggered of different sections, and graded tensioning from the middle to both sides" to enhance its integrity; during tensioning, the intelligent tensioning host 343 controls the jack 344 through the oil pipe 341 and the signal line 342 to achieve synchronous tensioning of the prestressed tendons 32; the anchor stabilization control device 345 uses a shape memory alloy SMA. After the prestressed tendons 32 are tensioned, the SMA is heated to restore the memory shape, tightly grasping the prestressed tendons to ensure stable anchoring;

[0070] S53: After the prestressed tendons 32 are tensioned, an anchor is installed at the end to form an anchor end 31; a hole is opened upwards in the top pipe section to plant reinforcement, and the top pipe section is connected to the existing station floor through the planting reinforcement 35; then, concrete is poured into the diagonal tool pipe;

[0071] S6: Strengthen the base slab of existing subway stations;

[0072] S61: Finite element software abaqus is used to establish a zero-distance underpass model of an existing station, and the load and stress distribution of the existing station floor is studied. Figure 9 As shown, the maximum longitudinal bending moments at the top and bottom of the existing station floor are calculated;

[0073] S62: Perform structural reinforcement design based on the calculation results, arrange steady-state balanced trusses 16 between the maximum bending moment of the existing station floor and the station column, and arrange one layer at a longitudinal interval of 1m to ensure the dynamic overall stability and safety of the existing station floor during construction;

[0074] S7: Excavate the dark excavation area and carry out structural construction after completion;

[0075] S71: excavate a small-section pilot tunnel, construct a steel diagonal brace 51, and use a steel support 52 for lateral support during excavation. The steel diagonal brace 51 and the steel support 52 are arranged at a distance of 3m;

[0076] The excavation of S72 soil layer is divided into two steps, upper and lower. The single excavation depth is 3m, the excavation slope is 1:1.25, and the excavation is carried out simultaneously in the left and right warehouses.

[0077] Example 3

[0078] like Figure 12 As shown, based on Example 1 and Example 2, a construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station described in an embodiment of the present invention includes the following steps:

[0079] Step 1: In step S4 of the pipe curtain structure construction process, the deviation data of each time the pipeline is pushed in accordance with the preset pushing monitoring distance is obtained in real time, the deviation data is compared and analyzed, abnormal pushing is identified, the number of times and the deviation are analyzed according to the occurrence of abnormal pushing, and the pushing evaluation value is outputted, and it is determined whether it is necessary to perform a prediction analysis on the subsequent pushing of the pipeline according to the pushing evaluation value, and if so, a prediction signal is generated;

[0080] It should be noted that the pre-set jacking monitoring distance means that in the construction of the pipe curtain structure, a fixed distance (such as 500mm, 1000mm) will be pre-set for each jacking of the pipeline, and the axis deviation of the pipeline jacking will be measured after each jacking is reached;

[0081] Specifically, the deviation data of the pipeline after each jacking according to the preset jacking monitoring distance is obtained, wherein the deviation data includes the pipeline axis deviation (the shortest distance between the pipeline head and the preset pipeline jacking axis);

[0082] Compare the pipeline axis deviation with the pipeline axis allowable deviation range;

[0083] If the pipeline axis deviation exceeds the maximum value within the allowable deviation range of the pipeline axis, the pipeline jacking corresponding to the pipeline axis deviation is marked as abnormal jacking;

[0084] If the pipeline axis deviation does not exceed the maximum value within the allowable deviation range of the pipeline axis, the pipeline jacking corresponding to the pipeline axis deviation is marked as normal jacking;

[0085] The number of abnormal jacking is counted and compared with the total number of pipeline jacking to obtain the abnormal jacking ratio;

[0086] The total number of pipeline jacking times indicates the ratio of the total distance that the pipeline needs to be jacked to the pre-set jacking monitoring distance;

[0087] The deviation of the pipeline axis corresponding to abnormal jacking is subtracted from the maximum value within the allowable deviation range of the pipeline axis to obtain the relative difference of the pipeline axis during abnormal jacking. The relative differences of the pipeline axis during all abnormal jackings are summed and averaged to obtain the average relative difference of the pipeline axis. The average relative difference of the pipeline axis is divided by the maximum value within the allowable deviation range of the pipeline axis to obtain the abnormal jacking deviation ratio.

[0088] The obtained abnormal jacking frequency ratio and abnormal jacking deviation ratio are summed to obtain the jacking evaluation value.

[0089] In some embodiments, the jacking evaluation value is compared with the jacking evaluation threshold.

[0090] If the jacking evaluation value is greater than or equal to the jacking evaluation threshold, it indicates that jacking abnormalities have occurred multiple times during the pipeline jacking process, and the degree of abnormality is relatively high. It is necessary to perform predictive analysis on the subsequent pipeline jacking to generate a prediction signal.

[0091] Conversely, if the jacking evaluation value is less than the jacking evaluation threshold, no operation is performed.

[0092] It should be noted that the meaning of the prediction signal is that, based on the occurrence of multiple jacking abnormalities with a relatively high degree of abnormality, it is necessary to perform predictive analysis on the pipeline axis deviation of the subsequent pipeline jacking to identify subsequent abnormal jackings, which is helpful for the optimization analysis of the subsequent pipe curtain construction.

[0093] Step 2: Based on the prediction signal, analyze the pipeline axis deviation after each subsequent jacking of the pipeline at a pre-set jacking monitoring distance, predict subsequent abnormal jackings to obtain predicted abnormal jackings, and process and analyze to obtain the jacking optimization requirement value. Determine whether it is necessary to optimize the subsequent pipeline jacking according to the jacking optimization requirement value. If so, generate an optimization signal.

[0094] Specifically, the jacking that the pipeline has completed is marked as completed jacking (including normal jacking and abnormal jacking), and the pipeline axis deviations corresponding to the completed jacking are integrated into a pipeline axis deviation group in the order of jacking completion time.

[0095] Perform predictive analysis on the pipeline axis deviation group, including:

[0096] S1, define the moving window size (W = 3): Determine the number of data points included in the window; define the step size (S = 1): Determine the step size of the window moving on the data.

[0097] S2. Construct the feature set and label set: For each window, use the data points in the pipeline axis deviation group as features. Assume the pipeline axis deviation group is {x1, x2, x3, ..., xn}, the window size is W, and the step size is S. Then the feature set of the first window is {x1, x2, ..., xW}.

[0098] Label set: Each feature set corresponds to a label; the label is a data point after the window. For example, for the first window, the label is xW+1.

[0099] Exemplarily, assume the pipeline axis deviation group is {1, 2, 3, 4, 5, 6, 7, 8, 9, 10}, the window size W = 3, and the step size S = 1. Then the following feature sets and label sets can be constructed using the moving window method:

[0100] Feature set 1: {1, 2, 3}, label: 4

[0101] Feature set 2: {2, 3, 4}, label: 5

[0102] Feature set 3: {3, 4, 5}, label: 6

[0103] Feature set 8: {8, 9, 10}, label: None;

[0104] S3. Model training: Use the feature set and label set to train a neural network model, and use the trained neural network model to predict the pipeline axis deviation after each subsequent pipe jacking according to the preset jacking monitoring distance, to obtain the predicted pipeline axis deviation.

[0105] It should be noted that the prediction stop condition is: the number of predicted pipeline axis deviations is equal to the remaining pipe jacking times, where the remaining pipe jacking times = the total number of pipe jacking - the number of completed jacking.

[0106] If the predicted pipeline axis deviation is greater than the maximum value within the allowable pipeline axis deviation range, then mark the subsequent pipe jacking corresponding to the pipeline axis deviation as a predicted abnormal jacking.

[0107] If the predicted pipeline axis deviation is greater than the maximum value within the allowable pipeline axis deviation range, then mark the subsequent pipe jacking corresponding to the pipeline axis deviation as a predicted normal jacking.

[0108] Count the number of predicted abnormal jackings, and perform a ratio process with the total number of jackings to obtain the predicted abnormal ratio.

[0109] The pipeline axis deviation corresponding to the predicted abnormal jacking is subjected to difference processing with the maximum value within the allowable deviation range of the pipeline axis to obtain the relative difference of the pipeline axis during the predicted abnormal jacking. The relative differences of all pipeline axes during the predicted abnormal jacking are summed and averaged, and the average is processed and compared with the maximum value within the allowable deviation range of the pipeline axis to obtain the predicted abnormal jacking deviation ratio.

[0110] The predicted abnormal ratio and the predicted abnormal jacking deviation ratio are summed to obtain the predicted abnormal value;

[0111] Obtain the remaining number of pipeline jacking times, and perform ratio processing with the total number of pipeline jacking times to obtain the remaining jacking value;

[0112] The predicted abnormal value is multiplied by the jacking remaining value to obtain the jacking optimization demand value;

[0113] It should be noted that the meaning of the jacking optimization demand value is: according to the prediction analysis of the pipeline axis deviation of the pipeline jacking, the subsequent abnormal pipeline jacking is determined, and the number of occurrences, pipeline axis deviation and the number of remaining pipeline jackings are used to comprehensively judge whether it is necessary to optimize the subsequent pipeline jacking;

[0114] In some embodiments, the jacking optimization requirement value is compared to a jacking optimization requirement threshold;

[0115] If the jacking optimization requirement value is greater than or equal to the jacking optimization requirement threshold, an optimization signal is generated;

[0116] If the jacking optimization requirement value is less than the jacking optimization requirement threshold, no operation is performed;

[0117] The technical solution of the embodiment of the present invention is: to compare and analyze the pipeline axis deviation, identify abnormal jacking, perform frequency analysis and deviation analysis based on the occurrence of abnormal jacking, output a jacking evaluation value, judge whether it is necessary to perform predictive analysis on subsequent pipeline jacking based on the jacking evaluation value, and if so, generate a prediction signal, and based on the prediction signal, predict and analyze the pipeline axis deviation of subsequent pipeline jacking, identify subsequent abnormal pipeline jacking, and process and analyze to obtain the pipeline jacking optimization demand value, and judge whether it is necessary to optimize the subsequent pipeline jacking. The present invention performs predictive analysis on the pipeline through the completed pipeline jacking, realizes the evaluation of the subsequent pipeline jacking optimization demand, and is conducive to timely and reasonable judgment and evaluation of the optimization demand of pipe curtain construction.

[0118] Example 4

[0119] like Figure 12 As shown, based on Example 3, a construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to an embodiment of the present invention includes:

[0120] Step 3: Based on the optimized signal, process the predicted subsequent abnormal jacking to obtain the optimized value of jacking monitoring. Optimize the jacking monitoring distance according to the optimized value of jacking monitoring;

[0121] Specifically, integrate the predicted pipeline axis deviations corresponding to the predicted abnormal jacking into a predicted pipeline axis deviation group;

[0122] Calculate the variance value of the predicted pipeline axis deviation group and compare it with the preset variance value;

[0123] If the variance value of the predicted pipeline axis deviation group is greater than the preset variance value, it means that the pipeline axis deviations included in the predicted pipeline axis deviation group fluctuate greatly, and then generate an axis deviation high-fluctuation signal;

[0124] If the variance value of the predicted pipeline axis deviation group is less than or equal to the preset variance value, it means that the pipeline axis deviations included in the predicted pipeline axis deviation group fluctuate slightly, and then generate an axis deviation low-fluctuation signal;

[0125] Based on the axis deviation low-fluctuation signal, perform an averaging process on the predicted pipeline axis deviation group to obtain the average value of the predicted pipeline axis deviation, and mark it as ZXb;

[0126] Through the formula: Obtain the optimized value JL of jacking monitoring, where ZXm represents the maximum value within the allowable deviation range of the pipeline axis, and Jcz represents the preset jacking monitoring distance;

[0127] It should be noted that the above formula The meaning represented is: first perform a difference process and then a ratio process on the average value ZXb of the predicted pipeline axis deviation and the maximum value within the allowable deviation range of the pipeline axis, which reflects the average degree to which the pipeline axis deviation corresponding to the predicted subsequent abnormal jacking exceeds the maximum value of the allowable range. After multiplying it with the preset jacking monitoring distance, it reflects the amount of adjusting the currently preset jacking monitoring distance according to the average degree to which the pipeline axis deviation exceeds the maximum value of the allowable range, that is, the optimized value JL of jacking monitoring;

[0128] Based on the axis deviation high-fluctuation signal, integrate the pipeline axis deviations corresponding to the abnormal jacking into a historical pipeline axis deviation group, and compare the predicted pipeline axis deviation group with the historical pipeline axis deviation group;

[0129] Based on any one of the predicted pipeline axis deviations within the predicted pipeline axis deviation group;

[0130] Compare the predicted pipeline axis deviation with each pipeline axis deviation within the group of historical pipeline axis deviations. If there is at least one pipeline axis deviation that is close to or equal to the predicted pipeline axis deviation, mark the predicted pipeline axis deviation as the predicted occurrence of pipeline axis deviation YCX n , where n represents the number of the predicted occurrence of pipeline axis deviation;

[0131] If there is not any pipeline axis deviation that is close to or equal to the predicted pipeline axis deviation, do not perform any operation;

[0132] It should be noted that the pipeline axis deviation being close to the predicted pipeline axis deviation means that the difference between the pipeline axis deviation and the predicted pipeline axis deviation is within the preset deviation range. The preset deviation range is set by those skilled in the art, aiming to identify whether the predicted pipeline axis deviation appears during the historical pipeline jacking;

[0133] Count the number of pipeline axis deviations that are equal to or close to the predicted occurrence of pipeline axis deviation to obtain the corresponding historical occurrence times of the predicted occurrence of pipeline axis deviation;

[0134] Sum up the corresponding historical occurrence times of all predicted occurrences of pipeline axis deviation to obtain the total historical occurrence times;

[0135] Perform a ratio process on the corresponding historical occurrence times of the predicted occurrence of pipeline axis deviation and the total historical occurrence times to obtain the corresponding historical occurrence ratio CX of the predicted occurrence of pipeline axis deviation n , where n represents the number of the predicted occurrence of pipeline axis deviation;

[0136] Through the formula: Obtain the predicted pipeline axis deviation mean value ZXb;

[0137] Among them, The meaning is: Perform a ratio process on the corresponding historical occurrence ratio CX of each predicted occurrence of pipeline axis deviation n and the total historical occurrence times and then perform a product process with the corresponding predicted occurrence of pipeline axis deviation YCX n and sum them up to obtain the predicted pipeline axis deviation mean value ZXb. Determine the weight corresponding to the predicted occurrence of pipeline axis deviation itself according to the historical occurrence times of the predicted occurrence of pipeline axis deviation. Combine all the predicted occurrences of pipeline axis deviation with their corresponding weights and output the final predicted pipeline axis deviation mean value result ZXb;

[0138] Through the formula: Obtain the jacking monitoring optimization value JL, where ZXm represents the maximum value within the allowable deviation range of the pipeline axis, and Jcz represents the preset jacking monitoring distance;

[0139] Exemplarily, it is assumed that there is a predicted pipeline axis deviation group of (10, 15, 14, 13, 18, 20, 25, 29);

[0140] The groups of historical pipeline axis deviations that exist are (11, 12, 13, 15, 17, 28, 26, 38);

[0141] Based on the first predicted pipeline axis deviation 10 in the predicted pipeline axis deviation, assuming that the preset deviation range is [1-2], the pipeline axis deviations close to it are 11 and 12; the predicted pipeline axis deviations are 10, 15, 14, 13, 18, 25, and 29; the corresponding historical occurrence times are 10 (2 times, including 11 and 12), 15 (3 times, including 13, 15, and 17), 14 (3 times), and 13 (4 times). , 18 (1 time), 25 (1 time), 29 (1 time), the corresponding total number of historical occurrences is 14 times, and the historical occurrence ratios are 2 / 15, 3 / 15, 3 / 15, 4 / 15, 1 / 15, 1 / 15, 1 / 15, respectively. The predicted mean deviation of the pipeline axis is: 2 / 15*10+3 / 15*15+3 / 15*14+4 / 15*13+1 / 15*18+1 / 15*25+1 / 15*29=15.4;

[0142] The jacking monitoring distance is optimized according to the jacking monitoring optimization value, specifically: based on the pre-set jacking monitoring distance, the jacking monitoring distance is reduced according to the jacking monitoring optimization value JL;

[0143] The technical solution of the embodiment of the present invention is: based on the optimization signal, according to the predicted subsequent abnormal jacking, the jacking monitoring optimization value is processed to obtain the jacking monitoring optimization value, and the jacking monitoring distance is optimized according to the jacking monitoring optimization value. The present invention combines the prediction of the pipeline axis deviation corresponding to the subsequent abnormal jacking, and performs processing and analysis. By analyzing the fluctuation of the pipeline axis deviation corresponding to the subsequent abnormal jacking, when the fluctuation is small, the jacking monitoring optimization value is obtained by performing mean processing and analysis on the pipeline axis deviation. When the fluctuation is large, the pipeline axis deviation weight is assigned and calculated by predicting the number of historical occurrences of the pipeline axis deviation corresponding to the subsequent abnormal jacking, and the jacking monitoring optimization value is output by combining the weight calculation. The present invention improves the accuracy of the optimization of the pipeline jacking monitoring distance in pipe curtain construction.

[0144] Example 5

[0145] like Figure 13 As shown, a construction system of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to an embodiment of the present invention comprises:

[0146] Prediction demand analysis module: During the construction process of the pipe curtain structure, it obtains the deviation data in real time after each pipe jacking according to the pre-set jacking monitoring distance, compares and analyzes the deviation data, identifies abnormal jacking, conducts frequency analysis and deviation analysis based on the occurrences of abnormal jacking, outputs the jacking evaluation value, and determines whether it is necessary to conduct prediction analysis on the subsequent pipe jacking according to the jacking evaluation value. If so, a prediction signal is generated;

[0147] Optimization demand analysis module: Based on the prediction signal, it analyzes the axis deviation of the pipe after each subsequent pipe jacking according to the pre-set jacking monitoring distance, predicts the subsequent abnormal jacking, obtains the predicted abnormal jacking, processes and analyzes to obtain the jacking optimization demand value, and determines whether it is necessary to optimize the subsequent pipe jacking according to the jacking optimization demand value. If so, an optimization signal is generated;

[0148] Monitoring optimization module: Based on the optimization signal, according to the predicted subsequent abnormal jacking, it processes to obtain the jacking monitoring optimization value, and optimizes the jacking monitoring distance according to the jacking monitoring optimization value.

[0149] The above shows and describes the basic principles, main features and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited by the above embodiments. What is described in the above embodiments and the specification only illustrates the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention will have various changes and improvements, and these changes and improvements fall within the scope of the present invention claimed. The scope of protection of the present invention is defined by the appended claims and their equivalents.

Claims

1. A construction method for a mountain-shaped bundled pipe curtain structure that passes under an existing station with zero distance, characterized in that, It includes the following steps: S1: Relocate the underground pipelines around the newly built subway station, transform the traffic routes, conduct geological surveys, and design and plan the construction plan; S2: Construct the structure of the bundled pipe curtain working well; S3: Reinforce the overlapping transfer area between the existing station and the newly built station and the surrounding foundation pits; S4: Carry out the jacking construction of the bundled pipe curtain steel pipe joints in the mined section; S5: Thread the pipe joints in the mined section, embed the freezing pipes, pour concrete, and perform intelligent synchronous tensioning; S6: Reinforce the floor slab of the existing subway station; S7: Excavate the mined area and conduct structural construction after completion; S4 also includes: For each time the pipeline is jacked according to the preset jacking monitoring distance, compare and analyze the pipeline axis deviation after jacking, output the obtained jacking evaluation value, judge whether it is necessary to conduct predictive analysis on the subsequent jacking of the pipeline. If so, generate a prediction signal; Based on the prediction signal, analyze the pipeline axis deviation after each subsequent jacking of the pipeline according to the preset jacking monitoring distance, identify the predicted abnormal jacking, and process and analyze to obtain the jacking optimization requirement value. Judge whether it is necessary to optimize the subsequent pipeline jacking. If so, generate an optimization signal; Based on the optimization signal, according to the predicted subsequent abnormal jacking, process to obtain the jacking monitoring optimization value, and optimize the jacking monitoring distance according to the jacking monitoring optimization value; The obtaining method of the jacking evaluation value is: If the pipeline axis deviation exceeds the maximum value within the allowable deviation range of the pipeline axis, mark the pipeline jacking corresponding to the pipeline axis deviation as abnormal jacking; Count the number of abnormal jackings and perform a ratio process with the total number of pipeline jackings to obtain the abnormal jacking frequency ratio; Perform a difference process between the pipeline axis deviation corresponding to the abnormal jacking and the maximum value within the allowable deviation range of the pipeline axis to obtain the relative pipeline axis difference during abnormal jacking. Sum and average all the relative pipeline axis differences during abnormal jacking, and perform a ratio process with the maximum value within the allowable deviation range of the pipeline axis to obtain the abnormal jacking deviation ratio; Sum the obtained abnormal jacking frequency ratio and abnormal jacking deviation ratio to obtain the jacking evaluation value; The obtaining method of the jacking optimization requirement value is: Mark the jacking that the pipeline has completed as the completed jacking, and integrate the pipeline axis deviations corresponding to the completed jacking into a pipeline axis deviation group in the order of jacking completion time; Perform a moving window method prediction on the pipeline axis deviation group to obtain the predicted pipeline axis deviation; If the predicted pipeline axis deviation is greater than the maximum value within the allowable deviation range of the pipeline axis, mark the subsequent pipeline jacking corresponding to the pipeline axis deviation as the predicted abnormal jacking; Conduct frequency and deviation analysis on the predicted abnormal jacking to obtain the predicted abnormal ratio and the predicted abnormal jacking deviation ratio, and sum them to obtain the predicted abnormal value; Obtain the remaining number of pipeline jackings and perform a ratio process with the total number of pipeline jackings to obtain the jacking remaining value; Perform a product process on the predicted abnormal value and the jacking remaining value to obtain the jacking optimization requirement value; The obtaining method of the jacking monitoring optimization value is: Integrate the predicted pipeline axis deviations corresponding to the predicted abnormal jacking into a predicted pipeline axis deviation group, and process and analyze to obtain the average value ZXb of the predicted pipeline axis deviation; Through the formula: The optimized value JL of jacking monitoring is obtained, where ZXm represents the maximum value within the allowable deviation range of the pipeline axis, and Jcz represents the preset jacking monitoring distance; The pipeline axis deviation mean ZXb is obtained as follows: Calculate the variance value of the predicted pipeline axis deviation group. If the variance value of the predicted pipeline axis deviation group is greater than the preset variance value, generate an axis deviation high fluctuation signal; if the variance value of the predicted pipeline axis deviation group is less than or equal to the preset variance value, generate an axis deviation low fluctuation signal; Based on the low fluctuation signal of the axis deviation, the predicted pipeline axis deviation group is averaged to obtain the predicted pipeline axis deviation mean ZXb; Based on the high fluctuation signal of the axis deviation, the pipeline axis deviation corresponding to the abnormal jacking is integrated into the historical pipeline axis deviation group, and compared and analyzed with the predicted pipeline axis deviation group to obtain the predicted pipeline axis deviation mean ZXb.

2. The construction method of the mountain-shaped bundled pipe curtain structure for zero-distance underpassing of an existing station according to claim 1, characterized in that: The S2 includes: underground continuous wall arrangement, lining structure arrangement, lifting hole arrangement and backrest arrangement; the underground continuous wall of the working shaft is arranged as a T-shaped corner wall at the corner; the side walls of the working shaft at the joint position with the old ground wall and from the lower two-story slab to the existing subway station floor are not cast, and pilasters, temporary columns and frame beams are used to form a beam-column system; the pipe curtain starting backrest is arranged in the working shaft, and the bottom pipe curtain backrest is set as an inclined beam parallel to the side wall of the starting surface of the working shaft, and the side pipe curtain and the middle partition wall pipe curtain use temporary columns and steel diagonal braces as backrest; before each pipe curtain is pushed in, a leveling pad is used to level the backrest.

3. The construction method of the mountain-shaped bundled pipe curtain structure for zero-distance undercrossing of an existing station according to claim 1, characterized in that: The S3 includes: reinforcement of the sandwich soil between the new and old ground walls, reinforcement of the inlet and outlet holes, and water-stopping reinforcement of the top pipe curtain; the sandwich soil between the new and old ground walls is reinforced with MJS; the inlet and outlet holes are reinforced with MJS; the water-stopping reinforcement of the top pipe curtain is reinforced with full-length MJS on the outside of the gap between the pipe curtain and the bottom plate.

4. The construction method of the mountain-shaped bundled pipe curtain structure for zero-distance undercrossing of an existing station according to claim 1, characterized in that: The S4 includes: after a pipe segment is pushed in, the lock buckle is cleaned with a high-pressure water gun, and grease is filled in the CT type lock buckle with a grease pump until new grease is seen to overflow from the filling position; when pushing in a new pipe segment, the lock buckle is first aligned, and then the cutter disc is used for cutting and pushing in.

5. A construction method of a mountain-shaped bundled pipe curtain structure for zero-distance undercrossing of an existing station according to claim 1, characterized in that: The S5 includes: using a corrugated pipe for the transverse post-tensioning method, using the corrugated pipe to sequentially penetrate the prestressed tendons, installing a stable anchor control device at the end, using an intelligent synchronous tensioning system to transversely tension the prestressed tendons and using a stable anchor control device for anchoring; while the prestressing is being tensioned, the top pipe section is frozen, and after the prestressing tendons are tensioned, a hole is opened upward in the top pipe section to plant the tendons and connect the top pipe section to the existing subway station floor.

6. A construction method of a mountain-shaped bundled pipe curtain structure for zero-distance undercrossing of an existing station according to claim 1, characterized in that: The S6 includes: using finite element software to establish a zero-distance underpass model of an existing station, conducting a load and stress distribution study on the existing subway station floor, designing a structural reinforcement frame based on the analysis results, and arranging a steady-state balanced truss between the maximum bending moment point of the existing subway station floor and the station column.

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