Construction method of E-shaped bunching pipe curtain structure penetrating through existing station at zero distance

Abstract

The invention belongs to the technical field of pipe roofing construction, and provides a construction method of an E-shaped bunched pipe roofing structure penetrating through an existing station at zero distance, which comprises the following steps: connecting a plurality of standard pipes and tool pipes through lock catches to form the E-shaped bunched pipe roofing structure; during construction, firstly, working well structure construction is conducted, and then finite element software is adopted for designing the pipe joint size; the underground excavation section and the peripheral area are reinforced; after pipe roofing jacking is completed, an intelligent synchronous tensioning system is adopted for synchronous tensioning, and the integrity of the pipe roofing structure is guaranteed; and finally, finite element software is adopted to establish a zero-distance underneath pass existing station model, and a steady-state balance truss is designed and constructed. And through the E-shaped pipe curtain structure, the intelligent synchronous tensioning system is matched, and the steady-state balance truss is designed, so that the structural safety of the existing station is ensured while the existing station is underneath passed at zero distance.

Description

Technical Field

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

[0002] In big cities, with the increasing development of urban subway systems, 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 pass through some existing subway stations for crossing construction. However, there are many difficulties in crossing construction in soft soil areas, such as poor stratum stability, great construction difficulty, and high construction risk.

[0003] Conventional subway crossing construction methods usually include manual excavation and mechanical methods. The manual excavation method requires digging a large-scale working pit on the ground, which has a great impact on the surrounding environment. At the same time, the construction is difficult and risky. Although the mechanical method can reduce the impact of ground excavation, the ground stability is poor in soft soil areas, which can easily cause ground subsidence or sudden surge accidents. In addition, the traditional crossing construction method has a great impact on existing subway stations, often requiring large-scale reinforcement and renovation of the stations, or even temporary closure of the stations, which brings great inconvenience to subway operations and citizens' travel.

[0004] Based on the above characteristics, it is urgent to propose a new bundled pipe curtain structure and method to solve the problem of zero-distance underpass of existing stations in soft soil areas. This structure and method should not only effectively solve the construction difficulties in soft soil areas, but also minimize the impact on existing stations to ensure the normal operation of the subway.

[0005] To this end, the present invention provides a method for constructing 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, at least one technical problem raised in the background technology is solved.

[0007] The technical solution adopted by the present invention to solve its technical problem is: In a first aspect, the present invention provides a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station, comprising: 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.

[0008] 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: S1: Relocation of underground pipelines around new subway stations, transformation of traffic routes, geological survey, design and planning of construction plans; S2: Carry out the construction of the bundled pipe curtain working well structure; S3: Strengthen the overlapping transfer area between the existing station and the new station and the surrounding foundation pit; S4: Jacking construction of steel pipe sections for bundled pipe curtain in the dark excavation section; S5: Pipe segment threading in underground excavation section, pre-buried frozen pipes, concrete pouring, and intelligent synchronous tensioning; S6: Strengthen the base slab of existing subway stations; S7: Excavate the dark excavation area and carry out structural construction after completion.

[0009] 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: 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; 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; 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.

[0010] 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: 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; 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; 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.

[0011] The beneficial effects of the present invention are as follows: 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.

[0012] 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

[0013] The present invention will be further described below in conjunction with the accompanying drawings.

[0014] 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; Figure 2 A first diagram of finite element calculation of pipe segment design provided by an embodiment of the present invention; Figure 3 A second diagram of finite element calculation of pipe segment design provided by an embodiment of the present invention; Figure 4 A schematic diagram of an intelligent synchronous tensioning device provided in an embodiment of the present invention; Figure 5 A schematic diagram of underground continuous wall arrangement provided by an embodiment of the present invention; Figure 6 A cross-sectional view of the lining structure arrangement provided by an embodiment of the present invention; Figure 7 A longitudinal section view of the lining structure arrangement provided by an embodiment of the present invention; Figure 8 A backrest arrangement diagram provided for an embodiment of the present invention; Fig. 9 A finite element calculation result diagram of load and stress distribution of the existing station floor provided in an embodiment of the present invention; Fig.10 A layout diagram of a reinforced truss support provided in an embodiment of the present invention; Fig.11 A flow chart of a method for constructing a bundled pipe curtain structure provided by an embodiment of the present invention; Fig.12A flow chart of the steps of the pipeline jacking construction method provided by an embodiment of the present invention; Fig.13 A block diagram of a pipeline jacking construction system provided in an embodiment of the present invention.

[0015] The following are marked in the figure: 1. Existing subway station floor; 2. Standard pipe-pipe joint; 3. Tool pipe-pipe joint; 4. Lock; 11. T-shaped corner wall; 12. Existing station ground-connected wall; 13. Temporary column; 14. Frame beam; 15. Pilaster; 16. Steady-state balanced truss; 21. Gap between pipe sections; 31. Anchor end; 32. Prestressed tendons; 33. Through hole; 34. Intelligent synchronous tensioning system; 341. Oil pipe; 342. Signal line; 343. Intelligent tensioning host; 344. Jack; 345. Anchor stability control device; 35. Embedded reinforcement; 51. Steel diagonal brace; 52. Steel support; 61. Sandwich soil reinforcement; 62. In-and-out hole reinforcement; 63. Top full-length water-stop reinforcement; 71. Concrete support; 72. Leveling pad. DETAILED DESCRIPTION

[0016] In order to make the technical means, creative features, objectives and effects achieved by the present invention easy to understand, the present invention is further explained below in conjunction with specific implementation methods.

[0017] Example 1 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; 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. Figure 2-Figure 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; 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.

[0018] Example 2 like Figure 2-Figure 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: 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.

[0019] S2: Carry out the construction of the bundled pipe curtain working well structure; S21: A T-shaped corner wall 11 is set at the corner of the underground continuous wall of the working shaft, 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; 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; 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; 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; 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; S3: Strengthen the overlapping transfer area between the existing station and the new station and the surrounding foundation pit; 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; 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; 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; 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; S4: Jacking construction of steel pipe sections for bundled pipe curtain in the dark excavation section; 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. 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; S5: Pipe segment threading in underground excavation section, pre-buried frozen pipes, concrete pouring, and intelligent synchronous tensioning; 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; 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; 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; S6: Strengthen the base slab of existing subway stations; 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. Fig. 9 As shown, the maximum longitudinal bending moments at the top and bottom of the existing station floor are calculated; 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; S7: Excavate the dark excavation area and carry out structural construction after completion; 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; 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.

[0020] Example 3 like Fig.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: 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; 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; 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); Compare the pipeline axis deviation with the pipeline axis allowable deviation range; 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; 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; The number of abnormal jacking is counted and compared with the total number of pipeline jacking to obtain the abnormal jacking ratio; 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; The pipeline axis deviation corresponding to the abnormal jacking is processed by difference with 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 all pipeline axes during abnormal jacking are summed and averaged to obtain the mean of the relative differences of the pipeline axis. The mean of the relative differences of the pipeline axis is processed by ratio with the maximum value within the allowable deviation range of the pipeline axis to obtain the abnormal jacking deviation ratio. The abnormal jacking times ratio and the abnormal jacking deviation ratio are summed to obtain the jacking assessment value; In some embodiments, the jacking assessment value is compared to a jacking assessment threshold; If the jacking assessment value is greater than or equal to the jacking assessment threshold, it means that jacking anomalies occur multiple times during the pipeline jacking process, and the degree of anomaly is high. It is necessary to perform prediction analysis on the subsequent jacking of the pipeline and generate a prediction signal. On the contrary, if the jacking assessment value is less than the jacking assessment threshold, no operation is performed; It should be noted that the meaning of the prediction signal is that, based on the multiple occurrences of jacking anomalies and the high degree of anomalies, it is necessary to predict and analyze the pipeline axis deviation of subsequent pipeline jacking, identify subsequent abnormal jacking, and help optimize the analysis of subsequent pipe curtain construction; Step 2: 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; Specifically, the completed jacking of the pipeline 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 according to the time sequence of jacking completion; Predictive analysis of pipeline axis deviation groups, including: S1, define the moving window size (W=3): determine the number of data points contained in the window; define the step size (S=1): determine the step size of the window moving on the data; S2, construct feature set and label set: for each window, take the data points in the pipeline axis deviation group as features; assuming that 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}; 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; For example, assuming that 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, the moving window method can be used to construct the following feature set and label set: Feature set 1: {1, 2, 3}, label: 4 Feature set 2: {2, 3, 4}, label: 5 Feature set 3: {3, 4, 5}, label: 6 Feature set 8: {8, 9, 10}, label: none; S3, model training: using the feature set and the label set to train the neural network model, using the trained neural network model to predict the pipeline axis deviation after each subsequent jacking of the pipeline according to the preset jacking monitoring distance, to obtain the predicted pipeline axis deviation; It should be noted that the prediction stop condition is: the number of predicted pipeline axis deviations is equal to the remaining pipeline jacking times, where the remaining pipeline jacking times = the total number of pipeline jacking times - the number of completed jacking times; If the predicted pipeline axis deviation is greater than the maximum value within the allowable deviation range of the pipeline axis, the subsequent pipeline jacking corresponding to the pipeline axis deviation is marked as predicted abnormal jacking; If the predicted pipeline axis deviation is greater than the maximum value within the allowable deviation range of the pipeline axis, the subsequent pipeline jacking corresponding to the pipeline axis deviation is marked as predicted normal jacking; The number of abnormal jacking is counted and predicted, and the ratio is processed with the total number of jacking to obtain the predicted abnormal ratio; 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. The predicted abnormal ratio and the predicted abnormal jacking deviation ratio are summed to obtain the predicted abnormal value; 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; The predicted abnormal value is multiplied by the jacking remaining value to obtain the jacking optimization demand value; 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; In some embodiments, the jacking optimization requirement value is compared to a jacking optimization requirement threshold; If the jacking optimization requirement value is greater than or equal to the jacking optimization requirement threshold, an optimization signal is generated; If the jacking optimization requirement value is less than the jacking optimization requirement threshold, no operation is performed; 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.

[0021] Example 4 like Fig.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: Step 3: 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; Specifically, the predicted pipeline axis deviations corresponding to the predicted abnormal jacking are integrated into a predicted pipeline axis deviation group; Calculate the variance value of the predicted pipeline axis deviation group and compare it with the preset variance value; If the variance value of the predicted pipeline axis deviation group is greater than the preset variance value, it means that the pipeline axis deviation contained in the predicted pipeline axis deviation group fluctuates greatly, and an axis deviation high fluctuation signal is generated; 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 deviation fluctuation contained in the predicted pipeline axis deviation group is small, and an axis deviation low fluctuation signal is generated; 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, which is marked as ZXb; By formula: The optimized value JL for 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; It should be noted that the above formula The meaning is: the predicted pipeline axis deviation mean ZXb and the maximum value within the allowable deviation range of the pipeline axis are first processed by difference and then by ratio, which reflects the average degree to which the predicted subsequent abnormal jacking corresponding to the pipeline axis deviation exceeds the maximum value of the allowable range, and 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 jacking monitoring optimization value JL; 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 the predicted pipeline axis deviation group is compared with the historical pipeline axis deviation group; Based on any one of the predicted pipeline axis deviations in the predicted pipeline axis deviation group; The predicted pipeline axis deviation is compared with each pipeline axis deviation in the historical pipeline axis deviation group. If at least one pipeline axis deviation is close to or equal to the predicted pipeline axis deviation, the predicted pipeline axis deviation is marked as predicted pipeline axis deviation YCX. n , where n represents the number of the pipeline axis deviation predicted to occur; If there is no pipeline axis deviation that is close to or equal to the predicted pipeline axis deviation, no operation is performed; 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 a preset deviation range, wherein the preset deviation range is set by a person skilled in the art, and the purpose is to identify whether the predicted pipeline axis deviation occurs in the historical pipeline jacking; Count the number of pipeline axis deviations that are equal to or close to the predicted pipeline axis deviations, and obtain the historical occurrence number corresponding to the predicted pipeline axis deviations; Sum up the historical occurrence times corresponding to all predicted pipeline axis deviations to obtain the total historical occurrence times; The historical occurrence ratio CX corresponding to the predicted pipeline axis deviation is obtained by performing a ratio processing on the historical occurrence number corresponding to the predicted pipeline axis deviation and the total historical occurrence number. n , where n represents the number of the pipeline axis deviation predicted to occur; By formula: Get the predicted pipeline axis deviation mean ZXb; in, The meaning is: the historical occurrence ratio CX corresponding to each predicted pipeline axis deviation n Total number of occurrences in history After the ratio processing, the pipeline axis deviation YCX appears with the corresponding prediction nPerform product processing and sum to obtain the predicted pipeline axis deviation mean ZXb, determine the weight corresponding to the predicted pipeline axis deviation itself according to the number of historical occurrences of the predicted pipeline axis deviation, combine all predicted pipeline axis deviations with their corresponding weights, and output the final predicted pipeline axis deviation mean result ZXb; By formula: The optimized value JL for 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; Exemplarily, it is assumed that there is a predicted pipeline axis deviation group of (10, 15, 14, 13, 18, 20, 25, 29); The groups of historical pipeline axis deviations that exist are (11, 12, 13, 15, 17, 28, 26, 38); 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; 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; 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 to perform 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.

[0022] Example 5 like Fig.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: Prediction demand analysis module: During the construction of the pipe curtain structure, the deviation data of each jacking of the pipeline according to the preset jacking monitoring distance is obtained in real time, and the deviation data is compared and analyzed to identify abnormal jacking. The number of times and deviations of abnormal jacking are analyzed according to the occurrence of abnormal jacking, and the jacking evaluation value is output. According to the jacking evaluation value, it is determined whether it is necessary to perform prediction analysis on the subsequent jacking of the pipeline. If so, a prediction signal is generated; 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; 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.

[0023] The above shows and describes the basic principles, main features and advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited to the above embodiments. The above embodiments and descriptions are only for explaining the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, which fall within the scope of the present invention. The scope of protection of the present invention is defined by the attached claims and their equivalents.

Claims

1. A construction method for a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station, characterized in that: The steps include: S1: Relocation of underground pipelines around new subway stations, transformation of traffic routes, geological survey, design and planning of construction plans; S2: Carry out the construction of the bundled pipe curtain working well structure; S3: Strengthen the overlapping transfer area between the existing station and the new station and the surrounding foundation pit; S4: Jacking construction of steel pipe sections for bundled pipe curtain in the dark excavation section; S5: Pipe segment threading in the underground excavation section, pre-buried frozen pipes, concrete pouring, and intelligent synchronous tensioning; S6: Strengthen the base slab of existing subway stations; S7: Excavate the dark excavation area and carry out structural construction after completion.

2. According to claim 1, a construction method for a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station is 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 wall of the working shaft and the old ground wall is not poured from the lower two-story slab to the bottom slab of the existing subway station, and a beam-column system is formed by pilasters, temporary columns and frame beams; 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 a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to claim 1 is 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 a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to claim 1 is 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. The construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to claim 1 is 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. The construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to claim 1 is 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.

7. The construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to claim 1 is characterized in that: The S4 further comprises: 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; Based on the prediction signal, the pipeline axis deviation after each subsequent jacking according to the preset jacking monitoring distance is analyzed to identify and predict abnormal jacking, and the jacking optimization demand value is obtained through processing and analysis to determine whether the subsequent pipeline jacking needs to be optimized. If so, an optimization signal is generated; 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.

8. The construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to claim 7 is characterized in that: The method for obtaining the jacking assessment value is as follows: 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; The number of abnormal jacking is counted and compared with the total number of pipeline jacking to obtain the abnormal jacking ratio; The pipeline axis deviation corresponding to the abnormal jacking is processed by difference with 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 all pipeline axes during abnormal jacking are summed and averaged, and the average is processed with the maximum value within the allowable deviation range of the pipeline axis to obtain the abnormal jacking deviation ratio. The abnormal jacking times ratio and the abnormal jacking deviation ratio are summed to obtain the jacking assessment value.

9. The construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to claim 1 is characterized in that: The method for obtaining the jacking optimization requirement value is as follows: The completed jacking of the pipeline is marked as completed jacking, and the pipeline axis deviations corresponding to the completed jacking are integrated into a pipeline axis deviation group according to the time sequence of jacking completion; The pipeline axis deviation group is predicted by the moving window method 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, the subsequent pipeline jacking corresponding to the pipeline axis deviation is marked as predicted abnormal jacking; The number and deviation of predicted abnormal jacking are analyzed to obtain the predicted abnormal ratio and the predicted abnormal jacking deviation ratio, and the predicted abnormal value is obtained by summing them up; 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; The predicted abnormal value is multiplied by the jacking remaining value to obtain the jacking optimization demand value.

10. The construction method of a mountain-shaped bundled pipe curtain structure for zero-distance underpass of an existing station according to claim 1, characterized in that: The method for obtaining the optimization value of the jacking monitoring is as follows: The predicted pipeline axis deviation corresponding to the predicted abnormal jacking is integrated into a predicted pipeline axis deviation group, and the predicted pipeline axis deviation mean value ZXb is obtained by processing and analysis; By formula: The optimized value JL for 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.

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