Prestressed bundle pipe curtain structure and construction method for realizing horizontal expansion of subway station

Abstract

The present invention discloses a prestressed bundled pipe curtain structure and a construction method for realizing the horizontal expansion of a subway station, which includes a number of square steel pipes jacked in batches; the number of the square steel pipes includes type A anchoring angle pipes, type B anchoring angle pipes, type C anchoring angle pipes, tool angle pipes, type B standard pipes and anchoring standard pipes; the construction includes the following steps: jacking the square steel pipes in batches in the area of the mined-out subway station; threading corrugated pipes and prestressed tendons, filling with concrete, and tensioning; filling the remaining angle pipes with concrete, excavating soil, and constructing the internal structure in the area of the mined-out subway station; excavating the foundation pit in the later horizontal expansion area, rebuilding the internal structure and changing the strut, constructing the construction post-cast strip, and completing the connection with the structure of the already built mined-out subway station; opening holes in the side walls of the already completed mined-out subway station structure to achieve expansion and connection; finally, carrying out the ceiling transition treatment for the upper space and the paving treatment for the bottom finishing surface. The present invention can solve the problem that the existing prestressed bundled pipe curtain structure cannot achieve the connection by opening holes behind the side walls.

Description

Technical Field

[0001] The present invention relates to the technical field of subway station construction, and particularly to a prestressed bundled pipe curtain structure and a construction method for realizing the horizontal expansion of a subway station. Background Art

[0002] The expansion of cities underground is an inevitable trend in the development of international metropolises, and the horizontal interconnection and interoperability of the underground spaces constructed successively have become the basic policy for major cities in China to make rational use of underground spaces.

[0003] One of the most typical problems is the peripheral commercial development and connection of subway stations. Subway stations are often located under municipal roads, and more and more problems such as underground pipelines, ground traffic, and environmental protection are faced in the construction using the open-cut method.

[0004] In recent years, some scholars have proposed to construct subway stations by the prestressed bundled pipe curtain method for non-excavation. By horizontally tensioning prestressed tendons, the longitudinally jacked discrete small-section square steel pipes are bundled into an integral structure that can bear horizontal forces, solving the problems of non-excavation construction in water-rich soft soil areas without temporary supports, without soil reinforcement, with full-section excavation, and with the integration of advanced support and permanent structure, and at the same time meeting the requirements of green environmental protection and rapid construction.

[0005] However, due to the need for integral force, the existing prestressed bundled pipe curtain method cannot realize the opening and connection behind the side wall, thus restricting the further large-scale popularization of this construction method.

[0006] Therefore, it is necessary to propose a prestressed bundled pipe curtain structure and a construction method for realizing the horizontal expansion of a subway station to solve the problem that the existing prestressed bundled pipe curtain structure cannot realize the opening and connection behind the side wall and meet the requirements of peripheral commercial development and connection of such non-excavation construction subway stations. Summary of the Invention

[0007] In view of the above-mentioned defects of the prior art, the present invention provides a prestressed bundled pipe curtain structure and a construction method for realizing the horizontal expansion of a subway station, and the purpose is to solve the problem that the existing prestressed bundled pipe curtain structure cannot realize the opening and connection behind the side wall.

[0008] To achieve the above purpose, the present invention discloses a prestressed bundled pipe curtain structure for realizing the horizontal expansion of a subway station, which includes a number of square steel pipes jacked in batches; between every two adjacent square steel pipes, they are positioned by buckles on the outer side surfaces facing each other, and the batch jacking of the horizontal top, horizontal bottom, and upper and lower side parts of the corresponding subway station is completed.

[0009] Among them, the number of square steel pipes includes A-type anchoring angle pipes, B-type anchoring angle pipes, C-type anchoring angle pipes, tool angle pipes, B-type standard pipes, and anchoring standard pipes;

[0010] Each of the Class A anchoring angle pipes is located at the top corner point of the corresponding laterally horizontally extended side of the subway station;

[0011] Each of the Class B anchoring angle pipes is located at the bottom corner point of the corresponding laterally horizontally extended side of the subway station;

[0012] Each of the Class C anchoring angle pipes is located at the top and bottom corner points of the corresponding non-extended side of the subway station;

[0013] Each of the tool angle pipes is located above and below the Class A anchoring angle pipe and the Class B anchoring angle pipe on the corresponding laterally horizontally extended side of the subway station;

[0014] Each of the Class B standard pipes and the corresponding anchoring standard pipe are successively located below the Class A anchoring angle pipe on the corresponding laterally horizontally extended side of the subway station from top to bottom;

[0015] Each of the anchoring standard pipes is located at the bottom elevation of the first basement level on the corresponding laterally horizontally extended side of the subway station;

[0016] Each of the Class B standard pipes is located between the Class B anchoring angle pipe at the bottom of the second basement level and the corresponding anchoring standard pipe on the corresponding laterally horizontally extended side of the subway station;

[0017] Among several square steel pipes, except for the Class A anchoring angle pipes, the Class B anchoring angle pipes, the Class C anchoring angle pipes, the tool angle pipes, the Class B standard pipes and the anchoring standard pipes, the other square steel pipes are Class A standard pipes.

[0018] Preferably, each of the Class A anchoring angle pipes is provided with a male buckle head on the upper and lower opposite sides and a female buckle head on the third horizontal side;

[0019] On the upper and lower opposite sides of each of the Class A anchoring angle pipes, a plurality of staggered Class A pre-opened holes and a plurality of Class B pre-opened holes are provided; the longitudinal spacing between each Class A pre-opened hole and the adjacent Class B pre-opened hole is a;

[0020] On the third horizontal side of each of the Class A anchoring angle pipes, the staggered Class A pre-opened holes and a plurality of Class A anchoring ends are provided; the longitudinal spacing between each Class A pre-opened hole and the adjacent Class A anchoring end is 2a;

[0021] On the upper and lower opposite sides of each of the Class B anchoring angle pipes, male and female buckle heads are respectively provided, and a male buckle head is provided on the third horizontal side;

[0022] On the upper and lower opposite sides of each of the Class B anchoring angle pipes, a plurality of staggered Class A pre-opened holes and a plurality of Class B pre-opened holes are provided; the longitudinal spacing between each Class A pre-opened hole and the adjacent Class B pre-opened hole is a;

[0023] The horizontal third side of each of the Class B anchoring angle pipes is provided with the Class A pre-opened holes and a plurality of Class A anchoring ends arranged in a staggered manner; the longitudinal spacing between each of the Class A pre-opened holes and the adjacent Class A anchoring ends is 2a;

[0024] For each of the Class C anchoring angle pipes, male and female locking heads are respectively arranged on the two adjacent sides connected to other square steel pipes, and the Class A pre-opened holes and a plurality of Class A anchoring ends are arranged in a staggered manner on the side surfaces connected to other square steel pipes; the longitudinal spacing between each of the Class A pre-opened holes and the adjacent Class A anchoring ends is 2a;

[0025] For each of the tool angle pipes, only a female locking head is arranged on one side, and the Class A pre-opened holes, the Class B pre-opened holes and the corresponding Class A anchoring ends and Class B anchoring ends are arranged in a staggered manner on the side surfaces connected to other square steel pipes; the longitudinal spacing between the Class A pre-opened holes, the Class B pre-opened holes and the corresponding Class A anchoring ends and Class B anchoring ends is a;

[0026] For each of the Class A standard pipes, male and female locking heads are respectively arranged on the side surfaces connected to other square steel pipes, and a plurality of Class A pre-opened holes are provided; the longitudinal spacing between every two Class A pre-opened holes is 2a;

[0027] For each of the Class B standard pipes, male and female locking heads are respectively arranged on the upper and lower opposite sides, and within the range where the side surfaces connected to other square steel pipes longitudinally communicate with the corresponding Class B pre-opened holes, a plurality of Class A pre-opened holes and a plurality of Class B pre-opened holes are arranged in a staggered manner; the longitudinal spacing between each of the Class A pre-opened holes and the adjacent Class B pre-opened holes is a;

[0028] For each of the Class B standard pipes, a plurality of Class A pre-opened holes are provided outside the range where the corresponding Class B pre-opened holes are longitudinally communicated; the longitudinal spacing between every two Class A pre-opened holes is 2a;

[0029] For each of the anchoring standard pipes, male and female locking heads are respectively arranged on the upper and lower opposite sides. On one side surface within the range where the two side surfaces connected to other square steel pipes longitudinally communicate with the corresponding Class B pre-opened holes, a plurality of Class A pre-opened holes, a plurality of Class B pre-opened holes and the corresponding Class B anchoring ends are arranged in a staggered manner. The longitudinal spacing between each of the Class A pre-opened holes and the adjacent Class B pre-opened holes is a, and the longitudinal spacing between every two Class B pre-opened holes is 2a; on the other side surface, a plurality of Class A pre-opened holes are provided; the longitudinal spacing between every two Class A pre-opened holes is 2a;

[0030] For each of the anchoring standard pipes, a plurality of Class A pre-opened holes are provided outside the range where the corresponding B-class pre-opened holes are longitudinally communicated; the longitudinal spacing between every two Class A pre-opened holes is 2a.

[0031] The present invention also provides a construction method for a prestressed tendon combined pipe curtain structure for realizing the horizontal expansion of a subway station, including the following steps:

[0032] Step 1: Jack the square steel pipes into the mined subway station area in batches;

[0033] Through the positioning of the locking buckles on the outer sides of each of the square steel pipes, the batch jacking of multiple square steel pipes at the horizontal top, bottom, and vertical sides of the subway station is completed;

[0034] Step 2: Install corrugated pipes, prestressing tendons, fill with concrete, and tension in the mined subway station area;

[0035] Step 3: Fill the remaining corner pipes with concrete, excavate the soil, and construct the internal structure in the mined subway station area;

[0036] Step 4: Excavate the foundation pit in the later horizontal expansion area;

[0037] Step 5: Rebuild the internal structure and install the replacement struts in the later horizontal expansion area;

[0038] Step 6: Construct the post-cast strip in the later horizontal expansion area and complete the connection with the structure of the already built mined subway station;

[0039] Step 7: Open holes in the side walls of the already completed mined subway station structure to achieve the expansion connection;

[0040] Step 8: Carry out the ceiling transition treatment for the upper space and the paving treatment for the bottom finishing surface to complete the expansion connection.

[0041] Preferably, the specific steps of Step 2 are as follows:

[0042] First, install the corrugated pipes and prestressing tendons;

[0043] For the horizontal top and bottom, that is, between each of the Class A anchoring corner pipes and the corresponding Class C anchoring corner pipes, and between each of the Class B anchoring corner pipes and the corresponding Class C anchoring corner pipes, install corrugated pipes and prestressing tendons corresponding to the Class A pre-opened holes, and clamp and fix the corrugated pipes and prestressing tendons firmly by the Class A anchoring ends horizontally in the Class A anchoring corner pipes and the Class B anchoring corner pipes;

[0044] For the vertical sides on the non-expansion side, that is, install two corrugated pipes and prestressing tendons between the two Class C anchoring corner pipes, corresponding to the corresponding Class A pre-opened holes, with a longitudinal spacing of 2a;

[0045] For the vertical sides on the later horizontal expansion side, that is, install the corrugated pipes and prestressing tendons between the two tool corner pipes, corresponding to the corresponding Class A pre-opened holes, with a longitudinal spacing of 2a;

[0046] Within the range of longitudinally connecting the Class B pre - bored holes, the corrugated pipes and prestressed tendons between the corresponding tool angle pipes and the corresponding anchoring standard pipes are threaded through, corresponding to the corresponding Class B pre - bored holes, with a longitudinal spacing of 2a, and the corrugated pipes and prestressed tendons corresponding to the corresponding Class A pre - bored holes are arranged staggeredly, and are clamped and fixed firmly by the Class B anchoring ends within the anchoring standard pipes;

[0047] Then, concrete is poured into all areas except for the two tool angle pipes and the two Class C anchoring angle pipes;

[0048] Finally, after the concrete reaches the required strength, construction workers enter the two tool angle pipes and tension all the prestressed tendons in the up - and - down side parts of the later - stage horizontal expansion side;

[0049] After all the prestressed tendons in the up - and - down side parts of the later - stage horizontal expansion side reach the set tension value, the corresponding prestressed tendons are clamped and fixed firmly by the Class A anchoring ends and the Class B anchoring ends within the tool angle pipes;

[0050] After that, construction workers enter the two Class C anchoring angle pipes and tension the prestressed tendons at the horizontal top and bottom, and the up - and - down side parts of the non - expansion side;

[0051] After the prestressed tendons at the horizontal top and bottom, and the up - and - down side parts of the non - expansion side reach the set tension value, the prestressed tendons are clamped and fixed firmly by the Class A anchoring ends within the Class C anchoring angle pipes.

[0052] Preferably, the specific steps of step 3 are as follows:

[0053] Concrete is poured into the two Class C anchoring angle pipes;

[0054] After the concrete reaches the required strength, after forming the prestressed tendon combined pipe - curtain advance support that also serves as a permanent structure, the excavation is carried out in full section, and the internal structure is constructed freely in combination with the use function.

[0055] Preferably, the specific steps of step 4 are as follows:

[0056] The underground space foundation pit of three horizontal spans in the underground first layer is expanded by the method of single - side excavation of the subway station through underground excavation in the underground second layer; the underground space foundation pit includes the corresponding retaining wall and internal support.

[0057] Preferably, the specific steps of step 5 are as follows:

[0058] On the basis of step 3, the floor slab, side walls, columns, and roof slab are continued to be built upwards, and the side internal structure including the fin - type force - transfer plate belt with floor - slab replacement bracing and the steel - type force - transfer strut with roof - slab replacement bracing is expanded;

[0059] Within the completed area of the mined - out subway station, steel plate haunches are arranged at intervals of 1.0 m longitudinally inside each of the Class - B standard pipes at the top for reinforcement;

[0060] During the process of expanding the floor slab of the internal structure on the side, after leaving a lowered space between it and the retaining wall, the retaining wall is tightly abutted, and a construction area for the post - casting belt is reserved to form a fin - type force - transfer plate belt;

[0061] Within the normal floor - slab elevation range of the fin - type force - transfer plate belt, corresponding steel - bar connectors are embedded in combination with the slab steel bars. Within the construction - joint range formed with the corresponding retaining wall, the corresponding retaining wall is roughened, a waterproof coating is applied to the contact surface of the new and old concrete, and two water - swelling sealants are embedded;

[0062] During the process of expanding the roof slab of the internal structure on the side, the corresponding retaining wall is retreated a certain distance, and a construction area for the post - casting belt is reserved;

[0063] The retaining wall corresponding to the roof slab of the internal structure on the side is divided into Sections A and B along the width direction;

[0064] Steel - shaped force - transfer braces are erected within the construction area of the post - casting belt for expanding the roof slab of the internal structure on the side;

[0065] One end of the steel - shaped force - transfer brace is welded and fixed to the embedded steel plate and anchor bars on the roof slab of the internal structure on the side, and the other end tightly abuts the center of Section A of the corresponding retaining wall;

[0066] Corresponding steel - bar connectors are embedded in the roof slab of the internal structure on the side in combination with the slab steel bars.

[0067] Preferably, the specific steps of Step 6 are as follows:

[0068] Within the range from the upper surface of the corresponding post - casting belt at the roof slab to the lower surface of the corresponding post - casting belt at the floor slab, Section B of the corresponding retaining wall is chiseled off. Through the steel - bar connectors embedded in Step 5, the slab steel bars within the corresponding post - casting - belt range are tied, the end hooks are fixed to the prestressed - bundle combined pipe - curtain steel pipes by welding, and the post - casting belt is poured with slightly - expanding concrete;

[0069] After the concrete reaches the strength, the force - transfer conversion of the corresponding roof slab is completed, the corresponding steel - shaped force - transfer braces are removed, Section A of the corresponding retaining wall is chiseled off, and then the other post - casting belt is constructed using the same process;

[0070] Two construction joints are formed between the two post - casting belts and the chiseling lines of the corresponding roof slabs, corresponding floor slabs, and corresponding retaining walls. The corresponding fin - type force - transfer plate belts are constructed using the same process as in Step 5.

[0071] Preferably, the specific steps of Step 7 are as follows:

[0072] Construction workers enter each of the tool angle pipes, longitudinally connect and release the corresponding A-type anchoring ends within the range corresponding to the B-type pre-opened holes, and extract the prestressed tendons between the two tool angle pipes.

[0073] Combined with the vertical load, by calculating the ultimate bearing capacity of the prestressed steel-concrete composite beam composed of the local prestressed tendons between the corresponding A-type anchoring angle pipes and the corresponding B-type standard pipes below through the corresponding tool angle pipes and the B-type anchoring ends of the corresponding anchoring standard pipes, and designing a reasonable single-span portal span, determine the number of steel columns to be added.

[0074] Cut off the A-type standard pipes and part of the anchoring standard pipes within the range corresponding to the longitudinal connection of the first span and the corresponding B-type pre-opened holes. The exposed surface is welded with a full-circle sealing steel plate using the webs of the corresponding anchoring standard pipes and the corresponding A-type standard pipes, and add the steel columns.

[0075] Complete the vertical load transfer, cut the next span, and process the cut exposed surface in the same way.

[0076] During cutting, the cutting line should be combined with the requirements of the underground space clearance and avoid the B-type anchoring ends in the corresponding anchoring standard pipes at the same time.

[0077] Preferably, the welding connection requirements between the sealing steel plate and the exposed surface steel plate, and between each added steel column and the sealing steel plate are all groove penetration welding.

[0078] Advantages of the present invention:

[0079] The present invention can solve the problem that the existing prestressed tendon combined pipe curtain structure cannot achieve the connection of the post-opening on the side wall, and meet the needs of commercial development and connection around the subway station constructed by the mined method.

[0080] The following will further illustrate the concept, specific structure and technical effects generated by the present invention in conjunction with the drawings, so as to fully understand the purpose, features and effects of the present invention. Description of the Drawings

[0081] Figure 1 Shows a schematic diagram of the batch jacking of square steel pipes in the mined subway station area in an embodiment of the present invention.

[0082] Figure 2 Shows a schematic diagram of the longitudinal upper and lower openings and anchoring ends of the tool angle pipes in an embodiment of the present invention.

[0083] Figure 3 Shows a schematic diagram of the longitudinal upper and lower openings of the A-type anchoring angle pipes, B-type anchoring angle pipes and B-type standard pipes in an embodiment of the present invention.

[0084] Figure 4 Shows the longitudinal up-and-down openings of the anchoring standard pipe and the schematic diagram of the anchoring end in an embodiment of the present invention.

[0085] Figure 5 Shows the longitudinal side view of the later horizontal expansion side in an embodiment of the present invention.

[0086] Figure 6 Shows the schematic diagram of the mined subway station area in an embodiment of the present invention - passing through corrugated pipes and prestressed tendons, concrete filling, and tensioning.

[0087] Figure 7 Shows the schematic diagram of the mined subway station area in an embodiment of the present invention - filling the remaining corner pipes with concrete, excavating soil, and constructing the internal structure.

[0088] Figure 8 Shows the schematic diagram of the foundation pit excavation in the later horizontal expansion area in an embodiment of the present invention.

[0089] Figure 9 Shows the schematic diagram of the backfilling of the internal structure and the replacement strut in the later horizontal expansion area in an embodiment of the present invention.

[0090] Figure 10 Shows the schematic diagram of the fin-type force transfer plate belt and the construction joint practice in an embodiment of the present invention.

[0091] Figure 11 Shows the schematic plan layout of the steel section force transfer strut in an embodiment of the present invention.

[0092] Figure 12 Shows the schematic diagram of the practice of the steel section force transfer strut in an embodiment of the present invention.

[0093] Figure 13 Shows the schematic diagram of the construction post-cast strip, completion, and connection with the completed mined subway station structure in the later horizontal expansion area in an embodiment of the present invention.

[0094] Figure 14 Shows the schematic plan distribution of the roof post-cast strip in an embodiment of the present invention.

[0095] Figure 15 Shows the schematic diagram of the practice of the post-cast strip at the steel section force transfer strut in an embodiment of the present invention.

[0096] Figure 16 Shows the schematic diagram of the practice of the post-cast strip at the fin-type force transfer plate belt in an embodiment of the present invention.

[0097] Figure 17 Shows the realization of the expansion connection by opening holes in the side wall of the completed mined subway station structure in an embodiment of the present invention.

[0098] Figure 18Schematic diagram of the horizontal expansion and connection of the rear side wall in an embodiment of the present invention.

[0099] Figure 19 Schematic diagram of the method for adding columns in an embodiment of the present invention. Detailed implementation manners

[0100] Embodiment

[0101] As Figures 1 to 4 As shown, the prestressed tendon combined pipe roof structure for realizing the horizontal expansion of the subway station includes a number of square steel pipes jacked in batches; each two adjacent square steel pipes are positioned by the locks on the opposite outer sides, and the batch jacking of the horizontal top, horizontal bottom, and vertical side parts of the corresponding subway station is completed.

[0102] Among them, the number of square steel pipes includes A-type anchoring angle pipes 1, B-type anchoring angle pipes 2, C-type anchoring angle pipes 3, tool angle pipes 4, B-type standard pipes 6, and anchoring standard pipes 7;

[0103] Each A-type anchoring angle pipe 1 is located at the top corner point of the later horizontal expansion side of the corresponding subway station;

[0104] Each B-type anchoring angle pipe 2 is located at the bottom corner point of the later horizontal expansion side of the corresponding subway station;

[0105] Each C-type anchoring angle pipe 3 is located at the top and bottom corner points of the non-expansion side of the corresponding subway station;

[0106] Each tool angle pipe 4 is located above and below the A-type anchoring angle pipe 1 and the B-type anchoring angle pipe 2 on the later horizontal expansion side of the corresponding subway station;

[0107] Each B-type standard pipe 6 and the corresponding anchoring standard pipe 7 are successively located below the A-type anchoring angle pipe 1 on the later horizontal expansion side of the corresponding subway station from top to bottom;

[0108] Each anchoring standard pipe 7 is located at the bottom elevation of the underground first floor on the later horizontal expansion side of the corresponding subway station;

[0109] Each B-type standard pipe 6 is located between the B-type anchoring angle pipe 2 at the bottom of the underground second floor on the later horizontal expansion side of the corresponding subway station and the corresponding anchoring standard pipe 7;

[0110] Among the number of square steel pipes, except for the A-type anchoring angle pipes 1, B-type anchoring angle pipes 2, C-type anchoring angle pipes 3, tool angle pipes 4, B-type standard pipes 6, and anchoring standard pipes 7, the other square steel pipes are all A-type standard pipes 5.

[0111] As Figure 1 As shown, in some embodiments, each A-type anchoring angle pipe 1 is provided with a lock male head on the upper and lower opposite sides and a lock female head on the horizontal third side;

[0112] On the upper and lower opposite sides of each Class A anchoring angle pipe 1, a plurality of staggeredly arranged Class A pre-openings 11 and a plurality of Class B pre-openings 12 are provided; the longitudinal spacing between each Class A pre-opening 11 and the adjacent Class B pre-opening 12 is a;

[0113] On the horizontal third side of each Class A anchoring angle pipe 1, staggeredly arranged Class A pre-openings 11 and a plurality of Class A anchoring ends 9 are provided; the longitudinal spacing between each Class A pre-opening 11 and the adjacent Class A anchoring end 9 is 2a;

[0114] As Figure 1 and Figure 3 shown, on the upper and lower opposite sides of each Class B anchoring angle pipe 2, male and female locking heads are respectively provided, and male locking heads are provided on the horizontal third side;

[0115] On the upper and lower opposite sides of each Class B anchoring angle pipe 2, a plurality of staggeredly arranged Class A pre-openings 11 and a plurality of Class B pre-openings 12 are provided; the longitudinal spacing between each Class A pre-opening 11 and the adjacent Class B pre-opening 12 is a;

[0116] On the horizontal third side of each Class B anchoring angle pipe 2, staggeredly arranged Class A pre-openings 11 and a plurality of Class A anchoring ends 9 are provided; the longitudinal spacing between each Class A pre-opening 11 and the adjacent Class A anchoring end 9 is 2a;

[0117] As Figure 1 shown, on the two adjacent sides of each Class C anchoring angle pipe 3 connected to other square steel pipes, male and female locking heads are respectively provided, and staggeredly arranged Class A pre-openings 11 and a plurality of Class A anchoring ends 9 are provided on the side surfaces connected to other square steel pipes; the longitudinal spacing between each Class A pre-opening 11 and the adjacent Class A anchoring end 9 is 2a;

[0118] As Figure 1 and Figure 2 shown, on each tool angle pipe 4, only a female locking head is provided on one side, and Class A pre-openings 11, Class B pre-openings 12 and corresponding Class A anchoring ends 9, Class B anchoring ends 10 are staggeredly arranged on the side surface connected to other square steel pipes; the longitudinal spacing between Class A pre-openings 11, Class B pre-openings 12 and corresponding Class A anchoring ends 9, Class B anchoring ends 10 is a;

[0119] As Figure 1 shown, on each Class A standard pipe 5, male and female locking heads are respectively provided on the side surfaces connected to other square steel pipes, and a plurality of Class A pre-openings 11 are provided; the longitudinal spacing between every two Class A pre-openings 11 is 2a;

[0120] As Figure 1 and Figure 3As shown, on the upper and lower opposite sides of each standard pipe B6, male and female locking heads are respectively arranged. In the range where the side surfaces connected to other square steel pipes are longitudinally connected to the corresponding pre - openings B12, a plurality of pre - openings A11 and a plurality of pre - openings B12 arranged alternately are provided; the longitudinal distance between each pre - opening A11 and the adjacent pre - opening B12 is a;

[0121] Outside the range where each standard pipe B6 is longitudinally connected to the corresponding pre - opening B12, a plurality of pre - openings A11 are provided; the longitudinal distance between every two pre - openings A11 is 2a;

[0122] As Figure 1 and Figure 4 shown, on the upper and lower opposite sides of each standard pipe for anchoring 7, male and female locking heads are respectively arranged. On the two side surfaces connected to other square steel pipes, in the range where they are longitudinally connected to the corresponding pre - openings B12, on one side surface, a plurality of pre - openings A11 and a plurality of pre - openings B12 arranged alternately, as well as the corresponding anchoring ends B10 are provided. The longitudinal distance between each pre - opening A11 and the adjacent pre - opening B12 is a, and the longitudinal distance between every two pre - openings B12 is 2a; on the other side surface, a plurality of pre - openings A11 are provided; the longitudinal distance between every two pre - openings A11 is 2a;

[0123] Outside the range where each standard pipe for anchoring 7 is longitudinally connected to the corresponding pre - openings B12, a plurality of pre - openings A11 are provided; the longitudinal distance between every two pre - openings A11 is 2a.

[0124] As Figure 1 、 Figures 6 to 9 and Figure 13 shown, the present invention also provides a construction method for a prestressed bundled pipe - curtain structure for realizing the horizontal expansion of a subway station, including the following steps:

[0125] Step 1: Jack the square steel pipes in batches in the area of the underground - excavated subway station;

[0126] Through the locking positioning on the outer side of each square steel pipe, complete the batch - wise jacking of multiple square steel pipes at the horizontal top, bottom, and vertical sides of the subway station;

[0127] Step 2: Thread the corrugated pipe and the prestressing tendon 8, fill with concrete, and tension in the area of the underground - excavated subway station;

[0128] Step 3: Fill the remaining corner pipes with concrete, excavate the soil, and construct the internal structure in the area of the underground - excavated subway station;

[0129] Step 4: Excavate the foundation pit in the later - stage horizontal expansion area;

[0130] Step 5: Rebuild the internal structure and install the replacement struts in the later - stage horizontal expansion area;

[0131] Step 6: Construct post-cast strips in the laterally extended area and complete the connection with the structure of the already built mined subway station.

[0132] Step 7: Open holes in the side walls of the already completed mined subway station structure to achieve extended connection.

[0133] Step 8: Carry out ceiling transition treatment for the upper space and paving treatment for the bottom finishing layer to complete the extended connection.

[0134] As Figure 5 and Figure 6 shown, in some embodiments, Step 2 is specifically as follows:

[0135] First, thread corrugated pipes and prestressing tendons 8.

[0136] Horizontally at the top and bottom, that is, between each Class A anchoring angle pipe 1 and the corresponding Class C anchoring angle pipe 3, and between each Class B anchoring angle pipe 2 and the corresponding Class C anchoring angle pipe 3, thread corrugated pipes and prestressing tendons 8 corresponding to the Class A pre-opened holes 11. Clamp and fix the corrugated pipes and prestressing tendons 8 firmly with the horizontal Class A anchoring ends 9 inside the Class A anchoring angle pipes 1 and Class B anchoring angle pipes 2.

[0137] At the upper and lower sides of the non-extended side, that is, thread two corrugated pipes and prestressing tendons 8 between two Class C anchoring angle pipes 3, corresponding to the corresponding Class A pre-opened holes 11, with a longitudinal spacing of 2a.

[0138] At the upper and lower sides of the laterally extended side in the later stage, that is, thread corrugated pipes and prestressing tendons 8 between two tool angle pipes 4, corresponding to the corresponding Class A pre-opened holes 11, with a longitudinal spacing of 2a.

[0139] Within the range of longitudinally connecting the Class B pre-opened holes 12, thread corrugated pipes and prestressing tendons 8 between the corresponding tool angle pipes 4 and the corresponding anchoring standard pipes 7, corresponding to the corresponding Class B pre-opened holes 12, with a longitudinal spacing of 2a, and stagger the corrugated pipes and prestressing tendons 8 corresponding to the corresponding Class A pre-opened holes 11. Clamp and fix them firmly with the Class B anchoring ends 10 inside the anchoring standard pipes 7.

[0140] Next, pour concrete in all areas except for the two tool angle pipes 4 and the two Class C anchoring angle pipes 3.

[0141] Finally, after the concrete reaches the strength, the construction workers enter the two tool angle pipes 4 and tension all the prestressing tendons at the upper and lower sides of the laterally extended side in the later stage.

[0142] After all the prestressing tendons at the upper and lower sides of the laterally extended side in the later stage reach the set tension value, clamp and fix the corresponding prestressing tendons firmly with the Class A anchoring ends 9 and Class B anchoring ends 10 inside the tool angle pipes 4.

[0143] After that, the construction workers enter the two Class C anchor angle pipes 3, and tension the prestressed tendons in the horizontal top and bottom, and the vertical side parts on the non-expanded side;

[0144] After the prestressed tendons in the horizontal top and bottom, and the vertical side parts on the non-expanded side reach the set tension value, use the Class A anchor end 9 in the Class C anchor angle pipe 3 to clamp and fix the prestressed tendons.

[0145] As Figure 7 shown, in some embodiments, step 3 is specifically as follows:

[0146] Pour concrete into the two Class C anchor angle pipes 3;

[0147] After the concrete reaches the strength, form a prestressed tendon combined pipe curtain advanced support that also serves as a permanent structure, then excavate the full section of the soil, and freely construct the internal structure in combination with the use function.

[0148] As Figure 8 shown, in some embodiments, step 4 is specifically as follows:

[0149] A foundation pit for an underground space with a horizontal 3-span on the underground 1st floor is expanded by the method of excavating the subway station unilaterally on the 2nd basement floor; the foundation pit for the underground space includes the corresponding retaining wall 13 and internal support 14.

[0150] In practical applications, the content of the foundation pit excavation is a conventional technical measure, and different embodiments should be determined by comprehensively considering factors such as the excavation depth, hydrogeology, construction site, surrounding environment, project investment, and construction period nodes.

[0151] As Figure 9 is Figure 12 shown, in some embodiments, step 5 is specifically as follows:

[0152] On the basis of step 3, continue to backfill and construct the floor slab, side wall, column, and roof upwards, and expand the side internal structure 15 including the fin-shaped force transfer plate belt 16 with floor slab replacement support and the steel section force transfer strut 20 with roof slab replacement support;

[0153] In the area of the completed mined subway station, a steel plate haunch 24 is arranged at intervals of 1.0 m longitudinally inside each Class B standard pipe 6 at the top for strengthening;

[0154] During the process of constructing the floor slab of the expanded side internal structure 15, after leaving a lowered space between the floor slab and the retaining wall 13, tightly abut against the retaining wall 13, reserve the construction area for the post-cast strip 22, and form the fin-shaped force transfer plate belt 16;

[0155] The fin - type force - transfer plate belt 16 is combined with the slab reinforcement 17 within the normal floor elevation range of the base slab, and corresponding steel - bar connectors 18 are embedded. Within the construction joint 21 formed with the corresponding retaining wall 13, the corresponding retaining wall 13 is roughened, a waterproof coating is applied to the contact surface of the new and old concrete, and two water - swelling sealants 19 are embedded.

[0156] During the process of constructing the roof slab of the internal structure 15 on the expansion side, the corresponding retaining wall 13 is retreated a certain distance, and the construction area for the post - cast strip 22 is reserved.

[0157] The retaining wall 13 corresponding to the roof slab of the internal structure 15 on the side is divided into sections A and B along the width direction.

[0158] Steel - shaped force - transfer struts 20 are erected within the construction area of the post - cast strip 22 of the roof slab of the internal structure 15 on the expansion side.

[0159] One end of the steel - shaped force - transfer strut 20 is welded and fixed to the embedded steel plate and anchor bars 23 on the roof slab of the internal structure 15 on the side, and the other end abuts against the center of section A of the corresponding retaining wall 13.

[0160] Within the roof slab of the internal structure 15 on the side, corresponding steel - bar connectors 18 are embedded in combination with the slab reinforcement 17.

[0161] As Figures 13 to 16 shown, in some embodiments, step 6 is specifically as follows:

[0162] Within the range from the upper surface of the post - cast strip 22 corresponding to the roof slab to the lower surface of the post - cast strip 22 corresponding to the base slab, section B of the corresponding retaining wall 13 is chiseled off. Through the steel - bar connectors 18 embedded in step 5, the slab reinforcement 17 within the corresponding post - cast strip 22 is tied, and the end hooks are fixed to the prestressed - bundle combined - pipe curtain steel pipes through welds 25. The post - cast strip 22 is poured with slightly - expanded concrete.

[0163] After the concrete reaches the strength, the force - transfer conversion of the corresponding roof slab is completed, the corresponding steel - shaped force - transfer struts 20 are removed, section A of the corresponding retaining wall 13 is chiseled off, and then another post - cast strip 22 is constructed using the same process.

[0164] Two construction joints 21 are formed between the two post - cast strips 22 and the chiseling lines of the corresponding roof slabs, corresponding base slabs, and corresponding retaining walls 13. The corresponding fin - type force - transfer plate belts 16 are constructed using the same process as in step 5.

[0165] As Figures 17 to 19 shown, in some embodiments, step 7 is specifically as follows:

[0166] The construction personnel enter each tool - angle pipe 4, release the corresponding type - A anchoring end 9 within the longitudinally - connected range of the corresponding type - B pre - drilled holes 12, and draw out the prestressing tendons 8 between the two tool - angle pipes 4.

[0167] Combined with the vertical load, by calculating the ultimate bearing capacity of the prestressed steel-concrete composite beam composed of the local prestressing tendons between the corresponding Type-A anchoring angle pipes 1 and the corresponding Type-B standard pipes 6 below, relying on the corresponding tool angle pipes 4 and the Type-B anchoring ends 10 of the corresponding anchoring standard pipes 7, and designing a reasonable single-span portal span, determine the number of additional steel columns 26 to be added;

[0168] Cut off the Type-A standard pipes 5 and part of the anchoring standard pipes 7 within the range of the longitudinally connected corresponding Type-B pre-opened holes 12 corresponding to the first span. The exposed surface is welded with a whole-ring sealing steel plate 28 using the webs of the corresponding anchoring standard pipes 7 and the corresponding Type-A standard pipes 5, and additional steel columns 26 are added;

[0169] Complete the vertical load transfer, cut the next span, and process the cut exposed surface in the same way;

[0170] During cutting, the cutting line should be combined with the requirements of the underground space clearance and at the same time avoid the Type-B anchoring ends 10 in the corresponding anchoring standard pipes 7.

[0171] In some embodiments, the welding connection requirements between the sealing steel plate 28 and the exposed surface steel plate, and between each additional steel column 26 and the sealing steel plate 28 are all groove penetration welding 29.

[0172] The preferred specific embodiments of the present invention have been described in detail above. It should be understood that those of ordinary skill in the art can make many modifications and variations based on the concept of the present invention without creative work. Therefore, all technical solutions that can be obtained by those skilled in the art in the technical field of the present invention based on the concept of the present invention through logical analysis, reasoning, or limited experiments on the basis of the prior art should be within the protection scope determined by the claims.

Claims

1. Construction method of prestressed bundled pipe curtain structure for realizing horizontal expansion of subway station, the prestressed bundled pipe curtain structure comprises a number of square steel pipes jacked in batches; characterized in that, Between every two adjacent square steel pipes, they are positioned by latches on the outer sides facing each other, and the batch jacking of the horizontal top, horizontal bottom, and vertical sides of the corresponding subway station is completed. A number of the square steel pipes include A-type anchor angle pipes (1), B-type anchor angle pipes (2), C-type anchor angle pipes (3), tool angle pipes (4), B-type standard pipes (6), and anchor standard pipes (7). Each A-type anchor angle pipe (1) is located at the top corner of the later horizontal expansion side of the corresponding subway station. Each B-type anchor angle pipe (2) is located at the bottom corner of the later horizontal expansion side of the corresponding subway station. Each C-type anchor angle pipe (3) is located at the top and bottom corners of the non-expansion side of the corresponding subway station. Each tool angle pipe (4) is located above and below the A-type anchor angle pipe (1) and the B-type anchor angle pipe (2) on the later horizontal expansion side of the corresponding subway station. Each B-type standard pipe (6) and the corresponding anchor standard pipe (7) are successively located below the A-type anchor angle pipe (1) on the later horizontal expansion side of the corresponding subway station from top to bottom. Each anchor standard pipe (7) is located at the bottom elevation of the first basement floor on the later horizontal expansion side of the corresponding subway station. Each B-type standard pipe (6) is located between the B-type anchor angle pipe (2) at the bottom of the second basement floor on the later horizontal expansion side of the corresponding subway station and the corresponding anchor standard pipe (7). Among the number of square steel pipes, except for the A-type anchor angle pipe (1), the B-type anchor angle pipe (2), the C-type anchor angle pipe (3), the tool angle pipe (4), the B-type standard pipe (6), and the anchor standard pipe (7), the other square steel pipes are all A-type standard pipes (5). Each A-type anchor angle pipe (1) is provided with latch male heads on the upper and lower opposite sides and a latch female head on the horizontal third side. On the upper and lower opposite sides of each A-type anchor angle pipe (1), a plurality of staggered A-type pre-openings (11) and a plurality of B-type pre-openings (12) are provided; the longitudinal spacing between each A-type pre-opening (11) and the adjacent B-type pre-opening (12) is a. On the horizontal third side of each A-type anchor angle pipe (1), the staggered A-type pre-openings (11) and a plurality of A-type anchor ends (9) are provided; the longitudinal spacing between each A-type pre-opening (11) and the adjacent A-type anchor end (9) is 2a. Each B-type anchor angle pipe (2) is provided with latch male and female heads on the upper and lower opposite sides and a latch male head on the horizontal third side. On the upper and lower opposite sides of each B-type anchor angle pipe (2), a plurality of staggered A-type pre-openings (11) and a plurality of B-type pre-openings (12) are provided; the longitudinal spacing between each A-type pre-opening (11) and the adjacent B-type pre-opening (12) is a. On the horizontal third side of each B-type anchor angle pipe (2), the staggered A-type pre-openings (11) and a plurality of A-type anchor ends (9) are provided; the longitudinal spacing between each A-type pre-opening (11) and the adjacent A-type anchor end (9) is 2a. On each of the Class C anchoring angle pipes (3), male and female locking heads are respectively arranged on two adjacent sides connected to other square steel pipes, and Class A pre - drilled holes (11) and multiple Class A anchoring ends (9) are arranged in a staggered manner on the side surfaces of the other square steel pipes connected; the longitudinal distance between each Class A pre - drilled hole (11) and the adjacent Class A anchoring end (9) is 2a; On each of the tool angle pipes (4), only a female locking head is arranged on one side, and the Class A pre - drilled holes (11), Class B pre - drilled holes (12) and the corresponding Class A anchoring ends (9), Class B anchoring ends (10) are arranged in a staggered manner on the side surfaces of the other square steel pipes connected; the longitudinal distance between the Class A pre - drilled holes (11), the Class B pre - drilled holes (12) and the corresponding Class A anchoring ends (9), Class B anchoring ends (10) is a; On each of the Class A standard pipes (5), male and female locking heads are respectively arranged on the side surfaces connected to other square steel pipes, and multiple Class A pre - drilled holes (11) are arranged; the longitudinal distance between every two Class A pre - drilled holes (11) is 2a; On each of the Class B standard pipes (6), male and female locking heads are respectively arranged on the upper and lower opposite sides, and within the range where the side surfaces connected to other square steel pipes longitudinally communicate with the corresponding Class B pre - drilled holes (12), multiple Class A pre - drilled holes (11) and multiple Class B pre - drilled holes (12) are arranged in a staggered manner; the longitudinal distance between each Class A pre - drilled hole (11) and the adjacent Class B pre - drilled hole (12) is a; Outside the range where each of the Class B standard pipes (6) longitudinally communicates with the corresponding Class B pre - drilled holes (12), multiple Class A pre - drilled holes (11) are arranged; the longitudinal distance between every two Class A pre - drilled holes (11) is 2a; On each of the anchoring standard pipes (7), male and female locking heads are respectively arranged on the upper and lower opposite sides. On one side surface within the range where the two side surfaces connected to other square steel pipes longitudinally communicate with the corresponding Class B pre - drilled holes (12), multiple Class A pre - drilled holes (11), multiple Class B pre - drilled holes (12) and the corresponding Class B anchoring ends (10) are arranged in a staggered manner. The longitudinal distance between each Class A pre - drilled hole (11) and the adjacent Class B pre - drilled hole (12) is a, and the longitudinal distance between every two Class B pre - drilled holes (12) is 2a; on the other side surface, multiple Class A pre - drilled holes (11) are arranged; the longitudinal distance between every two Class A pre - drilled holes (11) is 2a; Outside the range where each of the anchoring standard pipes (7) longitudinally communicates with the corresponding Class B pre - drilled holes (12), multiple Class A pre - drilled holes (11) are arranged; the longitudinal distance between every two Class A pre - drilled holes (11) is 2a; The construction method includes the following steps: Step 1: Jack the square steel pipes in batches in the area of the mined - out subway station; Through the locking positioning on the outer side of each square steel pipe, the batch - by - batch jacking of multiple square steel pipes at the horizontal top, bottom and vertical sides of the subway station is completed; Step 2: Install corrugated pipes and prestressing tendons (8), fill with concrete and tension in the area of the mined - out subway station; Step 3: Fill the remaining angle pipes with concrete, excavate soil and construct the internal structure in the area of the mined - out subway station; Step 4: Excavation of the foundation pit in the laterally extended area; Step 5: Backfilling of the internal structure and replacement bracing in the laterally extended area; Step 6: Construction of post-cast strips in the laterally extended area and completion of the connection with the structure of the already built mined subway station; Step 7: Drilling holes in the side walls of the already completed mined subway station structure to achieve extended connection; Step 8: Carry out ceiling transition treatment for the upper space and paving treatment for the bottom finishing surface layer to complete the extended connection.

2. The construction method of the prestressed tendon combined pipe curtain structure for realizing the horizontal expansion of a subway station according to claim 1, characterized in that, The specific steps of Step 2 are as follows: Firstly, pass through corrugated pipes and prestressing tendons (8); Horizontally at the top and bottom, that is, between each of the Class A anchoring angle pipes (1) and the corresponding Class C anchoring angle pipes (3), and between each of the Class B anchoring angle pipes (2) and the corresponding Class C anchoring angle pipes (3), pass through corrugated pipes and prestressing tendons (8) corresponding to the Class A pre-drilled holes (11), and clamp and fix the corrugated pipes and prestressing tendons (8) firmly by the Class A anchoring ends (9) horizontally inside the Class A anchoring angle pipes (1) and the Class B anchoring angle pipes (2); At the upper and lower side parts on the non-extended side, that is, pass through two corrugated pipes and prestressing tendons (8) between the two Class C anchoring angle pipes (3), corresponding to the corresponding Class A pre-drilled holes (11), with a longitudinal spacing of 2a; At the upper and lower side parts on the laterally extended side in the later stage, that is, pass through the corrugated pipes and prestressing tendons (8) between the two tool angle pipes (4), corresponding to the corresponding Class A pre-drilled holes (11), with a longitudinal spacing of 2a; Within the range of longitudinally connecting the Class B pre-drilled holes (12), pass through the corrugated pipes and prestressing tendons (8) between the corresponding tool angle pipes (4) and the corresponding anchoring standard pipes (7), corresponding to the corresponding Class B pre-drilled holes (12), with a longitudinal spacing of 2a, and arrange the corrugated pipes and prestressing tendons (8) corresponding to the corresponding Class A pre-drilled holes (11) staggeredly, and clamp and fix them firmly by the Class B anchoring ends (10) inside the anchoring standard pipes (7); Next, pour concrete in all areas except the two tool angle pipes (4) and the two Class C anchoring angle pipes (3); Finally, after the concrete reaches the strength, construction workers enter the two tool angle pipes (4) and tension all the prestressing tendons at the upper and lower side parts on the laterally extended side in the later stage; After all the prestressing tendons at the upper and lower side parts on the laterally extended side in the later stage reach the set tension value, clamp and fix the corresponding prestressing tendons firmly by the Class A anchoring ends (9) and the Class B anchoring ends (10) inside the tool angle pipes (4); After that, construction workers enter the two Class C anchoring angle pipes (3) and tension the prestressing tendons at the top and bottom horizontally and at the upper and lower side parts on the non-extended side; After the prestressing tendons at the top and bottom horizontally and at the upper and lower side parts on the non-extended side reach the set tension value, clamp and fix the prestressing tendons firmly by the Class A anchoring ends (9) inside the Class C anchoring angle pipes (3).

3. The construction method of the prestressed bundled pipe curtain structure for realizing the horizontal expansion of a subway station according to claim 2, wherein The specific steps of Step 3 are as follows: Pour concrete into the two Class C anchoring angle pipes (3); After the concrete reaches the required strength, a prestressed tendon composite pipe roof advanced support that also serves as a permanent structure is formed, and then the excavation is carried out for the entire cross-section. The internal structure is constructed freely according to the usage function.

4. The construction method of the prestressed tendon combined pipe curtain structure for realizing the horizontal expansion of a subway station according to claim 3, characterized in that, The specific steps of step 4 are as follows: Expand the foundation pit of the underground space with 3 horizontal spans on the first basement floor by means of advancing excavation on one side of the subway station at the second basement floor; the foundation pit of the underground space includes the corresponding retaining wall (13) and internal support (14).

5. The construction method of the prestressed bundled pipe curtain structure for realizing the horizontal expansion of a subway station according to claim 4, characterized in that, The specific steps of step 5 are as follows: On the basis of step 3, continue to backfill and construct the floor slab, side walls, columns, and roof slab upwards, and expand the side internal structure (15) including the fin-shaped force transfer slab belt (16) for the floor slab replacement support and the steel section force transfer brace (20) for the roof slab replacement support; Inside each of the Class B standard pipes (6) located at the top in the completed area of the advanced excavation subway station, steel plate haunches (24) are arranged at intervals of 1.0 m along the longitudinal direction for strengthening; During the process of expanding the floor slab of the side internal structure (15), after leaving a lowered space between it and the retaining wall (13), tightly abut the retaining wall (13), reserve the construction area for the post-cast strip (22), and form the fin-shaped force transfer slab belt (16); In the normal floor slab elevation range of the fin-shaped force transfer slab belt (16), corresponding steel bar connectors (18) are embedded in combination with the slab reinforcement (17). In the range of the construction joint (21) formed with the corresponding retaining wall (13), the corresponding retaining wall (13) is roughened, a waterproof coating is applied to the contact surface of the new and old concrete, and two water-swelling sealants (19) are embedded; During the process of expanding the roof slab of the side internal structure (15), move the corresponding retaining wall (13) back a certain distance and reserve the construction area for the post-cast strip (22); The retaining wall (13) corresponding to the roof slab of the side internal structure (15) is divided into sections A and B along the width direction; A steel section force transfer brace (20) is erected in the construction area of the post-cast strip (22) for expanding the roof slab of the side internal structure (15); One end of the steel section force transfer brace (20) is welded and fixed to the embedded steel plate and anchor bars (23) on the roof slab of the side internal structure (15), and the other end tightly abuts the center of section A of the corresponding retaining wall (13); Corresponding steel bar connectors (18) are embedded in the roof slab of the side internal structure (15) in combination with the slab reinforcement (17).

6. The construction method of the prestressed bundled pipe curtain structure for realizing the horizontal expansion of a subway station according to claim 5, characterized in that, The specific steps of step 6 are as follows: In the range from the upper surface of the post-cast strip (22) corresponding to the roof slab to the lower surface of the post-cast strip (22) corresponding to the floor slab, section B of the corresponding retaining wall (13) is chiseled off. Through the steel bar connectors (18) embedded in step 5, the slab reinforcement (17) within the corresponding post-cast strip (22) is tied, and the end hook is fixed to the prestressed tendon composite pipe roof steel pipe by a weld (25). The post-cast strip (22) is poured with slightly expanded concrete; After the concrete reaches the required strength, complete the force transfer conversion of the corresponding roof slab, remove the corresponding steel section force transfer brace (20), chisel off section A of the corresponding retaining wall (13), and then construct the other post-cast strip (22) using the same process; Two of the post-cast strips (22) form two construction joints (21) each between the corresponding roof slab, the corresponding floor slab and the chiseling lines of the corresponding retaining walls (13), and the corresponding fin-type force transfer strip (16) is constructed using the same process as in Step 5.

7. The construction method of the prestressed bundled pipe curtain structure for realizing the horizontal expansion of a subway station according to claim 6, characterized in that, Step 7 is specifically as follows: The construction workers enter each of the tool angle pipes (4), release the corresponding Class A anchoring ends (9) within the longitudinally connected range of the corresponding Class B pre-opened holes (12), and extract the prestressing tendons (8) between the two tool angle pipes (4). Combined with the vertical load, by calculating the ultimate bearing capacity of the prestressed steel-concrete composite beam composed of the local prestressing tendons between the corresponding Class A anchoring angle pipes (1) and the corresponding Class B standard pipes (6) below relying on the Class B anchoring ends (10) of the corresponding tool angle pipes (4) and the corresponding anchoring standard pipes (7), and the designed reasonable single-span portal span, determine the number of additional steel columns (26) to be added. Cut off the Class A standard pipes (5) within the longitudinally connected range of the corresponding Class B pre-opened holes (12) corresponding to the first span and part of the anchoring standard pipes (7), weld a whole-ring sealing steel plate (28) to the exposed surface using the webs of the corresponding anchoring standard pipes (7) and the corresponding Class A standard pipes (5), and add the steel columns (26). Complete the vertical load transfer, cut the next span, and process the cut exposed surface in the same way. During cutting, the cutting line should be combined with the requirements of the underground space clearance and at the same time avoid the Class B anchoring ends (10) in the corresponding anchoring standard pipes (7).

8. The construction method of the prestressed tendon combined pipe roof structure for realizing the horizontal expansion of a subway station according to claim 7, characterized in that The welding connection requirements between the sealing steel plate (28) and the exposed surface steel plate, and between each additional steel column (26) and the sealing steel plate (28) are all groove penetration welding (29).

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