Subway station side wall construction method

Abstract

The invention provides a metro station side wall construction method. The metro station side wall construction method comprises the steps that anchoring point position confirmation and foundation anchoring length determination are carried out through a distributed self-anchoring anti-cracking step; wherein the determining factors of the anchoring length of the foundation comprise the type of reinforcing steel bars, the strength grade of concrete and the anti-seismic requirement; after the anchoring point position and the anchoring length of the foundation are determined, a preprocessing stage is carried out; the pretreatment stage comprises the steps of straightening reinforcing steel bars, placing the reinforcing steel bars and determining a welding position; after the welding position is determined, gas shield welding implementation is carried out according to welding conditions; and after the gas shield welding is carried out, welding seam treatment is carried out. According to the method, cracks of the side wall of the subway station are reduced, and the waterproof and impervious capacity of the side wall is improved.

Description

Technical Field

[0001] The invention belongs to the field of subway station side wall construction, and in particular relates to a subway station side wall construction method. Background Art

[0002] Subway stations are large underground concrete frame structures. Concrete is prone to temperature deformation when the ambient temperature changes, which generates additional stress and makes it prone to cracking.

[0003] The concrete frame structure of a subway station typically consists of side walls, a floor, and a roof, and therefore has stringent requirements for waterproofing. The side walls are the primary load-bearing structure in the tunnel, often subject to significant water and earth pressure. Therefore, waterproofing the side walls is far more challenging than waterproofing the roof and floor.

[0004] Prior Chinese patent applications, such as CN113389225A, disclose existing sidewall construction methods. However, these methods have not been ideal. Currently, there is an urgent need for crack-proofing and anti-seepage methods that can reduce sidewall cracking and water leakage, so they can be applied in subway station construction. Summary of the Invention

[0005] Based on the shortcomings of existing methods, the present invention proposes a new subway station side wall construction method, which includes: using a distributed self-anchoring anti-cracking step to confirm the anchor point and determine the foundation anchor length; wherein, the factors determining the foundation anchor length include the type of steel bar, the strength grade of concrete and the seismic requirements; after confirming the anchor point and determining the foundation anchor length, a pretreatment stage is carried out; the pretreatment stage includes straightening the steel bars, placing the steel bars and determining the welding position; after determining the welding position, gas shielded welding is carried out according to welding conditions; after the gas shielded welding is carried out, weld treatment is carried out.

[0006] Furthermore, after the weld is processed, the weld strength is tested; when the result of the weld strength test meets the construction requirements, concrete pouring (casting) is carried out; when the result of the weld strength test does not meet the construction requirements, numerical calculation is performed, and based on the calculation result of the numerical calculation, the preprocessing stage is re-entered.

[0007] Furthermore, the distributed self-anchoring anti-cracking step also includes the arrangement of anchor plates, frame node anchoring, top-layer node anchoring, beam mid-anchoring and plate mid-anchoring.

[0008] Furthermore, the anchoring length of the anchor plate is not less than 0.45 times the foundation anchoring length; the anchoring length of the frame node anchoring is not less than 0.4 times the foundation anchoring length; and the anchoring length of the top node anchoring is not less than 0.5 times the foundation anchoring length.

[0009] Furthermore, the welding conditions include setting the wire extension length to be 10-12 times the wire diameter, and the wire extension length increases with increasing welding current.

[0010] Furthermore, the welding conditions include controlling the flow rate of the welding protective gas to be in the range of 30-35 L / min.

[0011] Furthermore, when welding galvanized steel plate waterstop, stainless steel welding rods are used for butt welding, and the tensile strength of the welding part is controlled to be no less than 80% of the strength of the galvanized steel plate base material.

[0012] Furthermore, when the gas shielded welding is performed, the length of the construction joint corresponding to the welding is controlled to be in the range of 0.3-0.5m.

[0013] Furthermore, when the anchoring points are confirmed, the anchoring points are arranged at the turning points.

[0014] Furthermore, before the distributed self-anchoring anti-cracking step, the method further includes a construction preparation step, a jump-bin construction step, and a post-casting strip pouring step.

[0015] The method provided by the technical solution of the present invention, through the corresponding self-anchoring (distributed self-anchoring crack prevention step) and gas shielded welding (welding) method steps, helps form an integrated steel grid structure, thereby ensuring the integrity of the foundation steel bars and significantly enhancing the bending and shear resistance of the steel bars. By adopting the distributed self-anchoring crack prevention step and the corresponding gas shielded welding step, the safety and stability of the entire steel structure are guaranteed, the occurrence of point cracks and the resulting chain reaction of cracks are reduced, thereby effectively reducing the occurrence of cracking and water leakage in the side walls of subway stations and improving the side wall's anti-seepage and waterproofing effectiveness. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 Here are some photos of typical cracks on the side walls of subway stations; Figure 2 This is a schematic diagram of the relationship between stress distribution, temperature and curing time for concrete with strength grade C35 and impermeability grade P8; Figure 3 This is a schematic diagram of the force analysis of the side wall of a subway station; Figure 4 This is a schematic diagram of the steps corresponding to the method of the embodiment of the present invention; Figure 5 Schematic diagram of the gas shielded welding node locations of the subway station side wall determined in an embodiment of the present invention; Figure 6 It is a schematic diagram of crack quantity monitoring using the method of the embodiment of the present invention and the existing method. DETAILED DESCRIPTION

[0017] In order to make the purpose, technical solutions and advantages of the present invention more clearly understood, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0018] The inventors first conducted a detailed analysis of the patterns and causes of cracking in the side walls of subway stations.

[0019] Most cracks in subway station side walls run vertically, perpendicular to the floor slab and evenly distributed along the station's length (typically spaced 2 to 6 meters apart). The cracks are wider at the bottom and narrower at the top. They begin at the base of the side wall and the top of the floor slab chamfer (the floor slab and chamfer are cast simultaneously, leaving the chamfer free of cracks), gradually growing upward, with the cracks at the bottom becoming increasingly wider. Consequently, even after leak repair, water seepage can recur, requiring multiple water treatments.

[0020] The longer the segments of the base slab, the greater the crack density—that is, the greater the number of cracks per meter along the slab's length. However, the concrete at the corners with the side walls generally remains crack-free. During construction, the chamfers of the base slab and side walls are poured simultaneously. If they are poured separately, cracks will originate at the base of the chamfers.

[0021] Due to seasonal variations, cracks widen in winter due to the greater temperature difference between day and night. Since the water level is low in winter, leakage does not increase significantly. However, in the spring of the following year, as the groundwater level rises, leakage becomes more severe, requiring extensive repair work. Therefore, the leakage status of underground projects must be tested over at least a full winter and spring to initially determine the basic status of cracks and leakage. After a period of time (usually two years), relatively stable conditions will be observed.

[0022] The side wall crack density (the number of cracks per meter along the longitudinal direction of the side wall station) of special-shaped sections such as the station starting shaft, shield exit, and receiving shaft is about 50% higher than that of other standard sections.

[0023] The following are typical crack photos of the side walls of the corresponding subway stations: Figure 1 shown.

[0024] By monitoring and analyzing the mileage-related data of the corresponding stations, the following patterns and causes of the cracks were further obtained.

[0025] The distribution of cracks is rather irregular. There are cracks running horizontally and vertically along the station, with the majority being diagonal, with angles ranging from approximately 30 to 45 degrees. Crack density is irregular. Diagonal cracks typically develop at the junction of the roof and side walls, starting at the base of the roof chamfer and the top of the side walls, and extending into the station interior. Over time, the cracks widen and lengthen.

[0026] According to analysis, cracks mainly include settlement shrinkage cracks, plastic shrinkage cracks, drying shrinkage cracks, self-shrinkage cracks, temperature cracks, cracks caused by improper construction processes, and cracks that appear during use. Examples include cracks caused by corrosion and expansion of steel bars, cracks caused by saline-alkali media and acidic corrosive gases and liquids, cracks caused by freeze-thaw cycles, cracks caused by alkali-aggregate reaction, and cracks caused by damage accumulation under cyclic dynamic loads.

[0027] Cracks can be divided into structural cracks and non-structural cracks.

[0028] Structural cracks are primarily caused by the internal forces and secondary stresses of structural components generated by external loads such as static and dynamic loads. Typically, structural cracks in concrete structures are also called load-induced cracks.

[0029] Non-structural cracks are cracks caused by deformation, including shrinkage cracks caused by changes in temperature and humidity of the surrounding environment or the concrete structure itself, expansion cracks caused by the gradual expansion of expansion sources inside the concrete during the solidification process, and settlement cracks caused by factors such as uneven settlement between structures. The linear expansion coefficient of concrete is generally (1.0~1.4)×10 -5 / ℃, when the ambient temperature changes, the concrete component itself will expand or compress accordingly due to the effect of temperature, so when the ambient temperature changes, temperature deformation will occur, thereby generating additional stress.

[0030] Taking concrete with strength grade C35 and impermeability grade P8 as an example, the relationship between stress distribution, temperature and curing time is as follows: Figure 2 As shown in the figure, the strain drops precipitously on day 8 (d). Therefore, the strain gauge locations are at high risk of cracking on days 1 and 8. In practice, concrete A exhibits numerous cracks and leaks. When these stresses exceed the concrete's tensile strength, cracks develop. This is particularly true given the extremely low tensile strength of early concrete and the uneven temperature difference between the interior and exterior, making thermal cracking highly likely. As the temperature drops, the bottom of the side wall shrinks longitudinally, constrained by the base plate. When the thermal stress exceeds the concrete's allowable tensile stress, cracks begin to appear in the side wall. Furthermore, the greater the temperature difference, the greater the thermal stress, and the greater the probability of cracking.

[0031] Stress analysis of subway station side walls Figure 3 shown.

[0032] From the above analysis, it can be seen that the generation of cracks is accompanied by difficulties such as irregularity and long-term nature. In order to solve the above problems from the root, the inventors have taken a series of measures to form the method of the present invention.

[0033] An embodiment of the present invention provides a subway station side wall construction method, which includes the following steps.

[0034] Please refer to Figure 4 The method first uses a distributed self-anchoring anti-cracking step to confirm the anchor point and determine the foundation anchor length; wherein, the factors determining the foundation anchor length include the type of steel bar, the strength grade of concrete and the seismic requirements; after confirming the anchor point and determining the foundation anchor length, a pretreatment stage is carried out; the pretreatment stage includes straightening the steel bars, placing the steel bars and determining the welding position; after determining the welding position, gas shielded welding is carried out according to the welding conditions; after the gas shielded welding is implemented, the weld is processed.

[0035] Also, please continue to refer to Figure 4 In this embodiment, after the weld is processed, the weld strength test can be continued; when the weld strength test result meets the construction requirements (such as Figure 4 If the weld strength test result does not meet the construction requirements (such as Figure 4 Indicated in the middle to the letter "N"), numerical calculation is performed, and the preprocessing stage is re-entered based on the calculation results of the numerical calculation.

[0036] The above-mentioned weld treatment includes making the weld surface flat and smooth. Any existing welding defects should be repaired in time and polished to be smooth (smooth) to avoid defects such as cracks, slag inclusions, and lack of fusion.

[0037] When testing weld strength, ultrasonic testing, X-ray testing, magnetic particle testing, and penetration testing can be used to detect defects on the weld surface and inside, and to check whether the strength meets construction requirements.

[0038] In other embodiments of the present invention, before the distributed self-anchoring anti-cracking step, a construction preparation step, a skipping (method) construction step and a post-casting strip pouring step may be included.

[0039] During construction preparation, the construction area can be first determined, following the principle of "block planning, spaced-block construction, layered pouring, and overall formation." The length of the base slab and side / top slab segments should be controlled, with the base slab not exceeding 40 meters and the side / top slab not exceeding 16 meters. Next, the formwork should be installed according to the planned area. Rebar should be tied within the formwork to ensure accurate positioning. Holes should be reserved at designated locations, with the edge of the hole at least 300 mm (0.3 m) from the construction joint. Concrete should then be poured according to the principle of layered pouring.

[0040] During the skip-slot construction process, partition joints can be created and combined with post-casting technology (post-casting step) to rationally divide the construction area into multiple small sections to control early cracking. The interval between skipping construction should be no less than seven days. The skip-slot construction process includes: 1) installing wire mesh at the construction joint, maintaining a rough surface without roughening. After cleaning, secondary pouring (casting) can be performed; 2) strengthening the construction joint for no less than 14 days, using multiple finishing methods; 3) disconnecting the steel bars in the waterproof layer at the partition joints, filling them with sealing material and grease, and covering them with waterproof membrane.

[0041] During the pouring of post-cast strips, these joints serve as a special construction joint (pre-planned), allowing the structure to shrink freely during initial construction and reducing stress concentration. Therefore, the post-cast strips can be poured after the main structure is completed and settlement has stabilized, connecting the structure and improving its overall stability. The application of post-cast strip technology in these areas has become an effective technical measure for reducing cracks in concrete structure construction. This measure allows the initial concrete pour to complete most of its shrinkage, reducing internal stress in the subsequent joints.

[0042] By implementing pre-construction preparation, skip-chamber construction, and post-casting strip pouring, embodiments of the present invention can further reduce concrete cracks caused by temperature differences, thereby improving the safety and durability of the structure. For example, cracks in subway station side walls primarily occur due to temperature stresses caused by temperature fluctuations exceeding the allowable tensile stress of the concrete itself, leading to wall cracks. Therefore, installing post-casting strips and employing a skip-chamber construction method during the concrete pouring process can effectively reduce the impact of internal hydration heat on surface temperature differences during concrete pouring.

[0043] It should be noted that, in the embodiment of the present invention, the pretreatment may also include rust removal of the steel bars, so as to ensure a better subsequent welding effect. Figure 4 .

[0044] Please continue to refer to Figure 4 In the embodiment of the present invention, as mentioned above, a distributed self-anchoring anti-cracking step is used to confirm the anchor point and determine the foundation anchor length. Usually, the foundation anchor length is expressed in lab. The foundation anchor length refers to the length required for the stressed steel bar to bear the designed stress by relying on the bonding effect between its surface and concrete and the bearing effect of part of the anchor plate bearing surface. Therefore, as mentioned above, in actual construction, the determination of the foundation anchor length should usually be determined comprehensively based on factors such as the type of steel bar, the strength grade of concrete, and seismic requirements.

[0045] As mentioned above, when confirming the anchor points, the anchor points can be arranged at the points with obvious turning points. Using the distributed self-anchoring anti-cracking steps, the final anchor point distribution example can be as follows: Figure 5 As shown, in Figure 5 Anchor points are arranged at obvious turning points in the middle. Figure 5 The diagram shows that some anchor points have two opposing construction joints, each 500mm (0.5m) long, or two construction joints are directly combined into a single 1000mm anchor point (note that in this case, there are still two construction joints at the beginning). There is also a single construction joint of 500mm in length. The placement of these anchor points can improve the overall stability of the final reinforcement structure and ensure that the gaps within the steel mesh and between the steel mesh and the overall steel are properly filled.

[0046] In an embodiment of the present invention, the distributed self-anchoring anti-cracking step may further include the arrangement of anchor plates, frame node anchoring, top-layer node anchoring, beam mid-anchoring, and plate mid-anchoring.

[0047] The anchor plate should extend beyond the center line of the support, and the anchorage length of the anchor plate should not be less than 0.45 times the foundation anchorage length (lab); for the lower longitudinal tension reinforcement of continuous deep beams, the anchorage length from the edge of the support should not be less than 0.4 times the foundation anchorage length (lab).

[0048] When partial anchor plates are used in frame nodes, and anchor plates are used for the lower longitudinal reinforcement of the intermediate node beam in the middle layer, the anchor plates should extend to the inner edge of the longitudinal reinforcement on the opposite side of the column, and the anchorage length of the frame node anchorage should not be less than 0.4 times the foundation anchorage length (lab).

[0049] When the longitudinal reinforcement of the top-level intermediate node column adopts a steel anchor plate in the node, the anchor plate should extend to the inner edge of the longitudinal reinforcement of the upper part of the beam, and the anchorage length of the top-level node anchorage should not be less than 0.5 times the foundation anchorage length.

[0050] When full anchor plates are used in beams, concentrated loads located in the lower part of the beam or within the height range of the beam section should be borne entirely by additional transverse reinforcements; additional transverse reinforcements can be anchored with anchor plates and should be arranged within a length of 5 times the beam height.

[0051] For mid-slab anchorage, when the reinforced concrete slab is subjected to concentrated suspended loads, the setting of the steel bar anchor plate in the slab should comply with relevant technical regulations.

[0052] According to the above content and Figure 5 It can be seen that in the embodiments before this invention, when gas shielded welding is implemented, the length of the construction joint corresponding to the welding is controlled to be in the range of 0.3-0.5m, that is, the distribution reinforcement and the main reinforcement are welded within the range of 0.3-0.5m from the construction joint position (the cast part and the reserved part), and the gas shielded welding technology is used as a prerequisite.

[0053] In an embodiment of the present invention, the welding conditions include setting the extension length of the welding wire to 10-12 times the diameter of the welding wire, and the extension length of the welding wire increases with the increase of the welding current. Since the steel structure is welded under unstable thermodynamic conditions, the embodiment of the present invention uses an improved gas shielded welding technology to control the content and speed of the corresponding inert gas accordingly, accurately determine the weld position before welding, and select a flux-cored welding wire that is similar to the type of the parent steel bar. According to the common steel bar diameter used in the construction of subway stations, the flux-cored welding wire is usually selected with a diameter of 0.8~1.2mm, and the extension length of the welding wire is set to 10-12 times the diameter of the welding wire because the appropriate extension length of the welding wire can ensure that the welding area is fully covered by the protective gas, reducing oxidation and the generation of pores. The extension length of the welding wire is further controlled to increase with the increase of the welding current speed to ensure the progress of welding. Through these settings, the corresponding welding effect is significantly improved.

[0054] In this embodiment of the present invention, welding conditions are further configured to include controlling the flow rate of the welding shielding gas within a range of 30-35 L / min. Selecting an appropriate shielding gas (e.g., CO2 or argon) and its flow rate range can protect the weld area from oxidation and contamination by air. In particular, an appropriate shielding gas flow rate can ensure stable temperature and atmosphere in the weld area, reducing weld defects such as porosity and slag inclusions.

[0055] In the embodiment of the present invention, when welding the galvanized steel plate waterstop, a stainless steel welding rod is used for butt welding, and the tensile strength of the welded portion is controlled to be no less than 80% of the strength of the galvanized steel plate base material. The welded portion is submerged and impermeable.

[0056] According to the comparison of the crack results before and after, the welds welded by the novel technology of the present invention are compared with conventional gas shielded welding. The cross-section of the surfacing weld formed by the method of the present invention is larger. Compared with the traditional gas shielded welding technology, the corresponding weld has stronger crack resistance and plastic toughness, better mechanical properties and a qualified rate compared with the technology before the change. The occurrence of solder shedding is significantly improved. The weld has better adhesion to the wood itself and stronger integrity. The conductive elongation length of the welding wire and the corresponding shielding gas flow rate control are improved, reducing the impact of the gas itself on the weld when it is not cooled. Since CO2 can be highly oxidizing during the welding process, the corresponding welding wire control (extending length and gas flow, etc.) adopted by the present invention can effectively protect the integrity of the material itself and the corresponding strength protection. The reducing metal elements such as tin contained in the present invention can form a corresponding oxide film attached to the weld surface to provide a protective layer, thereby improving the corrosion resistance of the weld itself. Compared with the reinforced concrete components cast by the steel structure welded by the existing method, the cracks generated by the reinforced concrete components welded by the present invention are smaller than those generated by not using gas shielded welding or traditional gas shielded welding.

[0057] During the construction of a reinforced concrete structure of a subway station, the method of the present invention was adopted and compared with an existing method that did not use the method of the present invention to obtain crack statistics of the station.

[0058] After the method of the present invention was first used during the construction of a reinforced concrete structure at a certain station, it was compared with existing methods and statistical analysis of cracks in the station was performed. Taking the left line of the platform level as an example, it can be seen that the corresponding side wall length of the existing method was 210.98m, the number of cracks was 85, the total crack length was 280.35m, the crack length per linear meter was 132.88cm / m, and the number of cracks per linear meter was 0.403. The side wall length of the present invention was 144.57m, the number of cracks was 19, the total crack length was 38.31m, the crack length per linear meter was 26.5cm / m, and the number of cracks per linear meter was 0.131. Based on the comparison of the before and after data, after the method of the present invention was used, the number of side wall cracks decreased by 66, the total crack length decreased by 242.04m, the crack length per linear meter decreased by 106.38cm / m, a reduction of 80.06%, and the number of cracks per linear meter decreased by 0.272, a reduction of 67.49%.

[0059] Figure 6 It is further shown that an intuitive comparison of the number of corresponding side wall cracks between the existing method and the method of the present invention shows that the method of the present invention significantly reduces the number of corresponding cracks.

[0060] In summary, the present invention analyzes the causes of cracks in the side walls of subway stations and proposes treatment measures. The side wall is a reinforced concrete structure, which is affected by thermal expansion and contraction. When a temperature difference occurs in the building wall, the longitudinal direction of the bottom of the side wall is easily restricted by the bottom plate. In order to reduce the occurrence of structural cracks, the present invention adopts corresponding methods and steps during the construction of the subway station to form a construction method that can enhance the integrity of the steel skeleton. Through the distributed self-anchor anti-cracking method and the use of improved gas shielded welding method, the main reinforcement, distribution reinforcement and hook reinforcement of the wall and slab structure are connected, improving the overall stability of the steel bars, and enhancing the overall crack resistance of the reinforced concrete, waterproofing and ensuring the stability and safety of the building structure.

[0061] The contents of the parts that are not expanded in detail in the various embodiments of this specification can be referenced to each other. For example, the contents of the method embodiment part of the specification can be referenced to the various embodiments corresponding to the computer system, computer-readable storage medium and computer program product, and the various embodiments of the computer system, computer-readable storage medium and computer program product can also be referenced to each other.

[0062] The above-described embodiments are only used to illustrate the technical solutions of the present application, rather than to limit them. Although the present application has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. These modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the various embodiments of the present application, and should all be included in the scope of protection of the present application.

Claims

1. A method for constructing a side wall of a subway station, characterized in that: include: Distributed self-anchoring anti-cracking steps are used to confirm the anchoring points and determine the foundation anchoring length; wherein the factors determining the foundation anchoring length include the type of steel bars, the strength grade of the concrete, and the seismic requirements; After confirming the anchoring point and determining the foundation anchoring length, a pre-processing stage is carried out; the pre-processing stage includes straightening the steel bars, placing the steel bars and determining the welding position; After determining the welding position, performing gas shielded welding according to welding conditions; After the gas shielded arc welding is carried out, the weld is processed.

2. The subway station side wall construction method according to claim 1, characterized in that: After the weld is processed, the weld strength is tested; when the result of the weld strength test meets the construction requirements, concrete pouring is carried out; when the result of the weld strength test does not meet the construction requirements, numerical calculation is performed, and based on the calculation result of the numerical calculation, the preprocessing stage is re-entered.

3. The subway station side wall construction method according to claim 2, characterized in that: The distributed self-anchoring anti-cracking step also includes the arrangement of anchor plates, frame node anchoring, top-layer node anchoring, beam mid-anchoring and plate mid-anchoring.

4. The subway station side wall construction method according to claim 3, characterized in that: The anchoring length of the anchor plate is not less than 0.45 times the foundation anchoring length; the anchoring length of the frame node anchoring is not less than 0.4 times the foundation anchoring length; the anchoring length of the top node anchoring is not less than 0.5 times the foundation anchoring length.

5. The subway station side wall construction method according to claim 1, characterized in that: The welding conditions include setting the wire extension length to be 10-12 times the wire diameter, and the wire extension length increases with increasing welding current.

6. The subway station side wall construction method according to claim 1, characterized in that: The welding conditions include controlling the flow rate of the welding protective gas within the range of 30-35 L / min.

7. The subway station side wall construction method according to claim 1, characterized in that: When welding galvanized steel plate waterstop, use stainless steel welding rods for butt welding, and control the tensile strength of the welding part to be no less than 80% of the strength of the galvanized steel plate base material.

8. The subway station side wall construction method according to claim 1, characterized in that: When the gas shielded welding is carried out, the length of the construction joint corresponding to the welding is controlled to be in the range of 0.3-0.5m.

9. The subway station side wall construction method according to claim 1, characterized in that: When the anchoring points are confirmed, the anchoring points are arranged at the turning points.

10. The subway station side wall construction method according to claim 1, characterized in that: Before the distributed self-anchoring anti-cracking step, the method also includes a construction preparation step, a jump-bin construction step and a post-casting strip pouring step.

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