A quick construction method for a light and dark excavation subway station in a spring lake area

Abstract

The application provides a kind of quick construction method of open-cut and blind excavation subway station in spring lake area, and relates to the technical field of construction method, comprising: excavating main structure in the mode of open-cut construction, while synchronously performing the following steps: open-cut temporary shaft at the first set position, and blind excavation horizontal passage from the temporary shaft to the side of arch guide hole to be excavated area, blind excavation arch guide hole from the position of horizontal passage opposite to main structure in advance;After the completion of main structure construction, blind excavation passage main body from the position of main structure opposite to the passage main body to be excavated area, so that the arch guide hole and the passage main body are connected to form a connecting passage.Based on the above construction scheme, through the improvement strategy of space dislocation and time superposition, parallel construction of open-cut and blind excavation operation is realized, the total construction period is effectively compressed, and the construction efficiency is improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of construction methods, and particularly relates to a rapid construction method for a metro station in a spring-lake area. BACKGROUND

[0002] With the acceleration of urbanization process, the urban rail transit system has gradually developed into an important pillar of the urban public transport system. However, the construction of metro stations in complex urban environments faces significant technical challenges, especially in special areas such as spring-lake areas with multiple geographical constraints.

[0003] Although the traditional open-cut method has the technical advantages of mature construction technology and good structural integrity, its inherent limitations such as long construction period and wide operation area requirements have made it difficult to meet the requirements of high-intensity development in urban core areas and the protection of historical blocks. In view of the special geological and hydrological conditions and complex construction environment of the spring-lake area, the pure underground excavation method can effectively avoid surface interference, but it is easy to cause water gushing and mud bursting, high supporting cost, and significantly increased potential risk coefficient.

[0004] Therefore, in order to solve the problem of difficult rapid construction of metro stations in spring-lake areas restricted by geographical location, the prior art adopts a method combining open-cut and underground excavation. The specific method is to first excavate to a specified depth at the construction location in an open-cut manner to form a pit, and then excavate horizontally from the side wall of the pit in an underground manner. Such a construction method still follows the construction sequence of open-cut first and then underground excavation, and does not fundamentally solve the problem of long construction period of open-cut construction, and can only shorten the construction period to a limited extent. SUMMARY

[0005] In view of the above defects or deficiencies in the prior art, it is desirable to provide a rapid construction method for a metro station in a spring-lake area.

[0006] The present application provides a rapid construction method for a metro station in a spring-lake area, wherein the underground structure of the metro station comprises: a main structure and two connecting channels which are in communication with each other; the two connecting channels are symmetrically arranged on both sides of the main structure, and the axis of the connecting channel extends along a first horizontal direction; the first horizontal direction is the direction of travel of the metro train; the connecting channel comprises: an arch-shaped guide hole and a channel main body which are in communication with each other; the arch-shaped guide hole is located directly above the channel main body;

[0007] The method comprises:

[0008] In an open-cut construction manner, the main structure is excavated along the vertical direction until a first target depth is reached; during the excavation of the main structure, steps Q1 to Q3 are simultaneously performed;

[0009] Q1: excavate a temporary vertical shaft in a first set position offset from the main structure in a second horizontal direction along a vertical direction in a cut-and-cover construction manner; the second horizontal direction is perpendicular to the first horizontal direction;

[0010] Q2: excavate a horizontal passage in a second target depth of an inner wall of the temporary vertical shaft along a second horizontal direction in a blind excavation construction manner; the second target depth is a design demarcation elevation of the arch-shaped guide hole and the passage main body;

[0011] Q3: construct the arch-shaped guide hole along the first horizontal direction at a position where the horizontal passage is opposite to the main structure;

[0012] excavate the passage main body in a blind excavation construction manner; the arch-shaped guide hole and the passage main body form the connecting passage.

[0013] According to the technical scheme provided by the application, Q1: excavate a temporary vertical shaft in a first set position offset from the main structure in a second horizontal direction along a vertical direction in a cut-and-cover construction manner, comprising:

[0014] Q1-1: construct a second underground continuous wall and a second water stop curtain with a second target depth at the first set position;

[0015] Q1-2: excavate in a cut-and-cover construction manner along a vertical direction at the first set position until the second target depth is reached to obtain an initial temporary vertical shaft;

[0016] Q1-3: construct a first sump and a first recharge well in the initial temporary vertical shaft to obtain the temporary vertical shaft.

[0017] According to the technical scheme provided by the application, Q2: excavate a horizontal passage in a second target depth of an inner wall of the temporary vertical shaft along a second horizontal direction in a blind excavation construction manner, comprising:

[0018] Q2-1: construct a horizontal passage grouting reinforcement layer along a second horizontal direction close to a side of the main structure at a second target depth of an inner wall of the temporary vertical shaft; the horizontal passage grouting reinforcement layer is located outside the horizontal passage to-be-excavated area;

[0019] Q2-2: insert a support pipe shed at a position where the horizontal passage grouting reinforcement layer is close to the top of the horizontal passage to-be-excavated area;

[0020] Q2-3: excavate in a blind excavation construction manner in the horizontal passage to-be-excavated area to obtain the horizontal passage.

[0021] According to the technical scheme provided by the application, Q3: at the position where the transverse passage is opposite to the main structure, the buckle-arch guide hole is made along the first horizontal direction, comprising:

[0022] Q3-1: at the position where the inner surface of the transverse passage is opposite to the main structure and is above the outer side of the area to be excavated of the buckle-arch guide hole, a buckle-arch guide hole reinforcing layer is made;

[0023] Q3-2: the area to be excavated of the buckle-arch guide hole is divided into a plurality of sub-areas with intervals therebetween;

[0024] Q3-3: in a manner of underground excavation construction, a plurality of the sub-areas are excavated along the first horizontal direction;

[0025] Q3-4: at a plurality of the sub-areas, a support assembly is made;

[0026] Q3-5: a reinforcing beam is installed in the transverse passage; the reinforcing beam is used to support the transverse passage and the buckle-arch guide hole;

[0027] Q3-6: in a manner of underground excavation construction, the area between a plurality of the sub-areas is excavated along the first horizontal direction, and a buckle-arch secondary lining and a first transverse partition plate that are used for support are made, to obtain the buckle-arch guide hole.

[0028] According to the technical scheme provided by the application, Q3-4: at a plurality of the sub-areas, a support assembly is made, comprising:

[0029] a plurality of edge piles are made at the edges of the sub-areas;

[0030] a plurality of middle piles are made at the sub-areas located in the middle of the buckle-arch guide hole; the edge piles and the middle piles are both inserted into the area to be excavated of the passage main body along the vertical direction;

[0031] an edge part joist is made at the edges of the sub-areas; the edge part joist extends along the first horizontal direction and is fixedly connected with a plurality of the edge piles;

[0032] a top longitudinal beam is made at the top of all the sub-areas; the top longitudinal beam extends along the first horizontal direction and is used to support the buckle-arch guide hole.

[0033] According to the technical scheme provided by the application, in a manner of open excavation construction, the main structure is excavated along the vertical direction until a first target depth is reached, further comprising:

[0034] a first underground continuous wall and a first water stop curtain having a first target depth are made on the outer side of the area to be excavated of the main structure; the first target depth is the depth of the bottom surface of the area to be excavated of the passage main body.

[0035] According to the technical scheme provided by the application, the main body of the passage is excavated in a tunneling construction mode, comprising:

[0036] The first underground continuous wall opposite to the skew arch guide hole and the region to be excavated of the main body of the passage is removed to form a communication hole communicating the main structure, the skew arch guide hole and the region to be excavated of the main body of the passage;

[0037] The main body of the passage is excavated from the communication hole in a first horizontal direction in a tunneling construction mode, and the main body of the passage is excavated from the junction of the skew arch guide hole and the main body of the passage in a vertical direction; the main body of the passage and the skew arch guide hole form the connecting passage.

[0038] According to the technical scheme provided by the application, the main body of the passage is excavated in a tunneling construction mode, comprising:

[0039] A second sump, a second recharge well and a main structure support beam are constructed in the main structure.

[0040] The application has the following beneficial effects:

[0041] The application forms an independent working surface by excavating a temporary vertical shaft and a horizontal passage from a first set position staggered with the main structure while excavating the main structure in an open trench construction mode, and realizes spatial staggering. The application realizes time superposition by synchronously performing the tunneling and supporting operations of the skew arch guide hole from the horizontal passage with the construction of the main structure. The application realizes parallel construction of the open trench and tunneling operations through the improvement strategies of spatial staggering and time superposition.

[0042] In terms of construction efficiency, the application changes the original sequential construction sequence into a parallel construction mode, so that the construction of the skew arch guide hole is synchronized with the construction of the main structure, thereby effectively compressing the total construction period.

[0043] In terms of safety and controllability, the application pre-processes and finely controls the stratum disturbance and water gushing risks in the tunneling process through horizontal passage grouting, pipe roof support, regional excavation and pre-construction of support components such as side piles and middle piles, thereby reducing the construction risk and improving the safety level of the overall construction. BRIEF DESCRIPTION OF DRAWINGS

[0044] Other features, objects and advantages of the application will become more apparent from the following detailed description of non-limiting embodiments made with reference to the accompanying drawings:

[0045] Figure 1 A schematic view for simultaneously performing step Q1 during step S2;

[0046] Figure 2 Schematic diagram for performing step Q2 simultaneously with step S2;

[0047] Figure 3 Schematic diagram for performing step Q3 simultaneously with step S2;

[0048] Figure 4 Schematic diagram for performing step S4;

[0049] Figure 5 Schematic diagram of the overhead structure of the underground space of the subway station;

[0050] Figure 6 Schematic diagram of the front structure of the cross passage;

[0051] Figure 7 Schematic diagram of the side structure of one side of the arch guide hole;

[0052] Figure 8 Schematic diagram of the side structure of the other side of the arch guide hole;

[0053] Figure 9 Schematic diagram of the side structure of the main structure;

[0054] Figure 10 Schematic diagram of the front structure of part of the underground space of the subway station;

[0055] Wherein: 1, main structure; 2, connecting passage; 3, arch guide hole; 4, passage main body; 5, temporary vertical shaft; 6, cross passage; 7, first set position; 8, second underground continuous wall; 9, second water stop curtain; 10, first sump; 11, first recharge well; 12, cross passage grouting reinforcement layer; 13, support pipe shed; 14, arch guide hole reinforcement layer; 15, reinforced beam; 16, arch secondary lining; 17, first transverse partition; 18, edge pile; 19, middle pile; 20, edge support beam; 21, top longitudinal beam; 22, first underground continuous wall; 23, first water stop curtain; 24, communication hole; 25, second sump; 26, second recharge well; 27, main structure support beam; 28, temporary support. DETAILED DESCRIPTION

[0056] The application will be described in further detail below with reference to the drawings and embodiments. It can be understood that the specific embodiments described herein are only used to explain the related application, and are not a limitation on the application. In addition, it should be noted that only parts related to the application are shown in the drawings for ease of description.

[0057] It should be noted that the embodiments in the application and the features in the embodiments can be combined with each other without conflict. The application will be described in further detail below with reference to the drawings and embodiments.

[0058] It should be noted that: since the description of each part of the space in this embodiment includes two states, one is the unexcavated state and the other is the excavated state; in order to distinguish the two states of the same location, the "area to be excavated" referred to in this embodiment is the unexcavated space.

[0059] This invention provides a rapid construction method for cut-and-cover subway stations in the Quanhu area, comprising:

[0060] The underground structure of the subway station includes: a main structure 1 and two connecting passages 2 that are interconnected; the two connecting passages 2 are symmetrically arranged on both sides of the main structure 1, and the axis of the connecting passage 2 extends along a first horizontal direction; the first horizontal direction is the direction of travel of the subway train; the connecting passage 2 includes: an arched guide tunnel 3 and a passage body 4 that are interconnected; the arched guide tunnel 3 is located directly above the passage body 4;

[0061] The first and second horizontal directions are mutually perpendicular; the vertical direction is the direction of gravity, and is perpendicular to both the first and second horizontal directions. The first horizontal direction is... Figures 1-4 In the Y direction, the second horizontal direction is Figures 1-4 In the X direction.

[0062] Figures 1-4 The shaded area in the image represents the working face during construction (the face that is continuously advanced when excavating a tunnel).

[0063] The method includes:

[0064] S1: Construct a first underground continuous wall 22 and a first water-stop curtain 23 with a first target depth outside the area to be excavated in the main structure 1; the first target depth is the depth of the bottom surface of the area to be excavated in the main body of the channel 4.

[0065] The first diaphragm wall 22 is a commonly used support structure in underground engineering, used to support the surrounding strata and prevent collapse. The first water-stop curtain 23 is a continuous water-stopping system set around the main body of the project. Through the coordinated action of retaining piles, water-stop bodies, and supporting structures, it blocks the seepage of groundwater inside and outside the foundation pit, effectively blocking the seepage path of groundwater in sand layers, fractured zones, or karst development areas, reducing the permeability coefficient to 10. -6 Up to 10 -8 On the order of cm / s.

[0066] Specifically, in the construction process, first, the first underground continuous wall 22 and the first waterproof curtain 23 matched with the first underground continuous wall 22 are constructed outside the area to be excavated of the main structure 1, and the construction process is not described here. The depth of the first underground continuous wall 22 and the first waterproof curtain 23 should reach the first target depth, which is determined according to the design elevation of the bottom surface of the area to be excavated of the passage main body 4. Thus, the main structure 1 can be supported in the area above the first target depth, and the infiltration of groundwater can be reduced as much as possible.

[0067] S2: excavate the main structure 1 in the vertical direction by the open excavation construction method until the first target depth is reached; during the excavation of the main structure 1, steps Q1 to Q3 are simultaneously performed;

[0068] Because the main structure 1 occupies a large space and needs a long time to excavate, the prior art needs to complete the excavation of the main structure first and then excavate the connecting passage 2. Such an excavation method consumes more time and has low construction efficiency. In the embodiment, the connecting passage 2 is excavated simultaneously when the main structure 1 is excavated, which greatly improves the construction efficiency and shortens the construction time.

[0069] Specifically, in the embodiment, steps Q1 to Q3 are simultaneously performed during the excavation of the main structure 1, wherein:

[0070] Step Q1 is to excavate the temporary vertical shaft 5 in the vertical direction by the open excavation construction method;

[0071] Step Q2 is to excavate the horizontal passage 6 from the temporary vertical shaft 5 by the underground excavation construction method;

[0072] Step Q3 is to excavate the arch-shaped guide hole 3 based on the horizontal passage 6;

[0073] At this time, the excavation method of the passage main body 4 can be selected according to the construction progress of the main structure 1, for example:

[0074] First construction condition: if the excavation of the arch-shaped guide hole 3 is completed and the excavation of the main structure 1 is not completed, the passage main body 4 can be excavated downward from the arch-shaped guide hole 3 in advance;

[0075] Second construction condition: if the excavation of the arch-shaped guide hole 3 is completed and the excavation of the main structure 1 is completed, after the first underground continuous wall 22 opposite to the passage main body 4 is removed, a part of the passage main body 4 close to the main structure 1 can be excavated in the first horizontal direction, and another part of the passage main body 4 can be excavated downward from the arch-shaped guide hole 3;

[0076] Third construction condition: if the main structure 1 is constructed first, the passage main body 4 needs to be excavated according to the second construction condition after the arch-shaped guide hole 3 is constructed.

[0077] The above three construction situations are only for illustration and are not exhaustive of all construction situations. In the above three construction situations, parallel construction of the main structure 1 and the steps Q1 to Q3 can be achieved, and the construction scheme can be freely adjusted according to the actual construction progress to ensure high construction efficiency.

[0078] Specifically, the steps Q1 to Q3 are:

[0079] Q1: excavate a temporary vertical shaft 5 in a first set position 7 offset from the main structure 1 along a second horizontal direction in a manner of open excavation, the second horizontal direction being perpendicular to the first horizontal direction;

[0080] Specifically, the first set position 7 is at a position offset from the main structure 1 along the second horizontal direction.

[0081] In some embodiments, the distance between the first set position 7 and the edge of the main structure 1 near the first set position 7 can be calculated according to the required construction time of the main structure 1.

[0082] The specific process includes:

[0083] The construction time of the cross passage 6 and the construction time of the main structure 1 are estimated, and then the product of the difference between the construction time of the main structure 1 and the construction time of the cross passage 6 and the time required for the construction unit distance of the arch deduction guide hole 3 is calculated to obtain the distance that the arch deduction guide hole 3 can be constructed when the main structure 1 is constructed, i.e., the distance between the first set position 7 and the edge of the main structure 1. Finally, the first set position 7 can be obtained according to the position of the main structure 1.

[0084] Thus, the cross passage 6 can be excavated along the second horizontal direction while avoiding the main structure 1, and the cross passage 6 obtained by excavation can be directly opposite the main structure 1 along the first horizontal direction, facilitating subsequent excavation of the arch deduction guide hole 3.

[0085] In some embodiments, the first set position 7 is located on one side or directly above the arch deduction guide hole 3.

[0086] When the first set position 7 is directly above the arch deduction guide hole 3, the cross passage 6 can be excavated simultaneously from both sides of the temporary vertical shaft 5 after the temporary vertical shaft 5 is excavated, thereby further improving construction efficiency.

[0087] Reference Figure 1 The step Q1 specifically includes:

[0088] Q1-1: constructing a second underground continuous wall 8 and a second water stop curtain 9 with a second target depth at the first set position;

[0089] The second underground continuous wall 8 is used to support the sidewall of the temporary shaft to avoid collapse, and the second waterproof curtain 9 is used to avoid the infiltration of underground water into the temporary shaft 5.

[0090] The second target depth is the depth of the junction position of the arch-shaped guide hole 3 and the passage body 4, and is less than the first target depth;

[0091] Q1-2: excavate in the vertical direction at the first set position 7 in the open excavation construction mode until the second target depth is reached to obtain an initial temporary shaft;

[0092] Q1-3: construct a first sump 10 and a first recharge well 11 in the initial temporary shaft to obtain the temporary shaft 5.

[0093] The first sump 10 is used to store a small amount of infiltrated underground water, and the first recharge well 11 is used to discharge the infiltrated underground water.

[0094] The initial temporary shaft is not provided with the first sump 10 and the first recharge well 11, and is easy to infiltrate underground water, so it is dangerous to carry out construction at this time. After the first sump 10 and the first recharge well 11 are constructed, the infiltrated underground water is collected and discharged from the temporary shaft 5, and then the construction can continue.

[0095] Q2: excavate the cross passage 6 in the second horizontal direction at the second target depth of the inner wall of the temporary shaft 5 in the underground excavation construction mode; the second target depth is the design boundary elevation of the arch-shaped guide hole 3 and the passage body 4;

[0096] Specifically, the depth of the bottom surface of the cross passage 6 is the second target depth, which is consistent with the design boundary elevation of the arch-shaped guide hole 3 and the passage body 4, and the height of the cross passage 6 is greater than that of the arch-shaped guide hole 3, and the length of the cross passage 6 in the second horizontal direction is greater than the width of the arch-shaped guide hole 3 in the second horizontal direction, so that the inner wall of the cross passage 6 is taken as the starting point of excavation, and the arch-shaped guide hole 3 can be completely excavated.

[0097] Reference Figure 2 , the step Q2 specifically comprises:

[0098] Q2-1: construct a cross passage grouting reinforcement layer 12 along the side close to the main structure 1 in the second horizontal direction at the second target depth of the inner wall of the temporary shaft 5; the length of the cross passage grouting reinforcement layer 12 in the second horizontal direction is equal to the length of the cross passage 6 in the second horizontal direction;

[0099] The transverse channel grouting reinforcement layer 12 is located above the outside of the transverse channel 6 to be excavated, and surrounds the transverse channel 6 to be excavated to play a supporting role; after the transverse channel grouting reinforcement layer 12 is completed, the hole opening is inspected to check whether the section grouting effect has water flow, and the soil solidification without water condition is achieved. The transverse channel grouting reinforcement layer 12 can be constructed in advance to avoid collapse of the top or sidewall during construction of the transverse channel 6, thereby avoiding danger.

[0100] Q2-2: A plurality of support pipe sheds 13 are inserted at positions of the transverse channel grouting reinforcement layer 12 close to the top of the transverse channel 6 to be excavated.

[0101] The support pipe shed 13 is a steel pipe, and a plurality of support pipe sheds 13 are parallel to each other to support the top of the transverse channel grouting reinforcement layer 12, improve the structural strength of the top, and reduce the risk of collapse.

[0102] Q2-3: The transverse channel 6 is excavated in a mode of underground excavation in the transverse channel 6 to be excavated.

[0103] Specifically, the specific excavation method of the transverse channel 6 adopts a bench method, and the bench length in the embodiment is 3 m to 5 m. The bench method is a tunnel construction method, which is mainly suitable for Ⅰ-Ⅳ hard rock and Ⅱ-Ⅲ soft rock stratum. The construction principle is to excavate the upper section of the tunnel (upper bench) first, and then excavate the lower section after the upper bench advances by a certain distance, and the upper and lower benches are advanced simultaneously. According to the bench length, the bench method can be divided into short bench method, long bench method and super short bench method.

[0104] The length of the transverse channel 6 along the second horizontal direction is greater than the width of the channel main body 4 along the second horizontal direction, so that sufficient action space is provided when the channel main body 4 is excavated subsequently, and the underground excavation construction is facilitated.

[0105] Q3: The arch-shaped guide hole 3 is constructed in the transverse channel 6 opposite the main structure 1 along the first horizontal direction.

[0106] The arch-shaped guide hole 3 serves as the top support of the channel main body 4, and its stability is crucial; therefore, sufficient support needs to be added to the arch-shaped guide hole 3 during excavation of the arch-shaped guide hole 3.

[0107] Reference Figure 3 , step Q3 includes:

[0108] Q3-1: The arch-shaped guide hole reinforcement layer 14 is constructed at a position of the inner surface of the transverse channel 6 opposite the main structure 1 and located above the outside of the transverse channel 6 to be excavated.

[0109] In this embodiment, only reinforcing the soil above the arch guide hole 3 with the arch guide hole reinforcing layer 14 can not only play a supporting role for the arch guide hole 3, but also avoid interference with the passage main body 4. During the construction of the arch guide hole reinforcing layer 14, the reinforcing cross beam is embedded, and after the construction of the arch guide hole reinforcing layer 14 is completed, a steel pipe is inserted as a support near the top of the arch guide hole reinforcing layer 14, which can further improve the structural strength of the arch guide hole reinforcing layer 14 and reduce the risk of collapse.

[0110] Q3-2: Divide the to-be-excavated area of the arch guide hole 3 into multiple sub-areas with intervals between them.

[0111] Q3-3: Excavate multiple sub-areas in the first horizontal direction by means of underground excavation construction.

[0112] Q3-4: At multiple sub-areas, a support assembly is constructed; the support assembly is used to support multiple completed sub-areas to avoid collapse.

[0113] If the underground space is continuously excavated, there is a high probability of causing a collapse in the middle. Therefore, in this embodiment, the sub-areas are excavated in a spaced manner, and the bottom layer between the sub-areas is used as a temporary support. After the sub-areas are excavated and additional support structures are added, the ground between the sub-areas is excavated to connect the multiple sub-areas to form the arch guide hole 3.

[0114] The support assembly includes edge piles 18, middle piles 19, edge support beams 20, and top longitudinal beams 21.

[0115] Reference Figure 7 , step Q3-4 includes:

[0116] At the edges of the sub-areas, multiple edge piles 18 are constructed.

[0117] At the sub-areas in the middle of the arch guide hole 3, multiple middle piles 19 are constructed; both the edge piles 18 and the middle piles 19 are inserted into the to-be-excavated area of the passage main body 4 in the vertical direction.

[0118] At the edges of the sub-areas, edge support beams 20 are constructed; the edge support beams 20 extend in the first horizontal direction and are fixedly connected to multiple edge piles 18.

[0119] At the top of all sub-areas, top longitudinal beams 21 are constructed; the top longitudinal beams 21 extend in the first horizontal direction and are used to support the arch guide hole 3.

[0120] Specifically, multiple edge piles 18 are constructed at the edges of the side of the two farthest sub-areas away from each other; and edge support beams 20 are constructed at the edges of the side of the two farthest sub-areas away from each other.

[0121] The side pile 18, the middle pile 19, the side part joist 20 and the top longitudinal beam 21 are used for supporting each part of the buckle arch guide hole 3. Meanwhile, the part inserted into the channel body 4 can also play a supporting role when the channel body 4 is excavated, avoiding the collapse of the side wall when the channel body 4 is excavated.

[0122] Q3-5: Reference Figure 6 A reinforcing beam 15 is installed in the transverse channel 6; the reinforcing beam 15 is used to support the transverse channel 6 and the buckle arch guide hole 3;

[0123] In this embodiment, since the buckle arch guide hole 3 is connected on both sides of the transverse channel 6, reinforcing beams 15 need to be arranged on both sides for support, so as to avoid collapse when the stratum between the sub-regions is excavated.

[0124] Q3-6: In a manner of underground excavation construction, excavate the region between the plurality of sub-regions in the first horizontal direction, and apply the supporting buckle arch secondary lining 16 and the first transverse partition plate 17 to obtain the buckle arch guide hole 3.

[0125] In this embodiment, the region to be excavated of the buckle arch guide hole 3 is divided into a plurality of sub-regions with intervals therebetween; and the plurality of sub-regions are subjected to underground excavation construction; the interval between the sub-regions is used to support the entire buckle arch guide hole to avoid collapse, while the support assembly is constructed. Then, after the installation of the support assembly is completed, the remaining region between the sub-regions is excavated.

[0126] According to the above construction manner, the underground structure can be supported, the buckle arch guide hole can be prevented from collapsing during the underground excavation, and the safety of the construction can be ensured.

[0127] Reference Figures 7-8 The specific excavation manner of the buckle arch guide hole uses the bench method, and as the excavation proceeds, the buckle arch guide hole grid steel frame is constructed at the excavated part; after the first end and the tail end of the buckle arch guide hole grid steel frame are connected to form a ring, the H-shaped steel reinforcement (i.e., the reinforcing beam 15) needs to be timely constructed at the intersection position of the buckle arch guide hole and the transverse channel, and the working face is staggered at least 5m forward and backward along the first horizontal direction as a temporary support 28.

[0128] After the installation of the support assembly of the buckle arch guide hole is completed, the reinforcing beam 15 needs to be timely constructed to reinforce the transverse channel, so as to avoid the collapse of the transverse channel.

[0129] According to the construction plan, the construction of the waterproof structure and the buckle arch secondary lining 16 on both sides is carried out, the temporary support 28 is removed in sections according to the grouping of the length of the buckle arch secondary lining 16, and each section is not greater than one column span (the column span refers to the horizontal distance between two adjacent columns), in order to facilitate the waterproof construction and the buckle arch secondary lining 16 construction, the temporary support 28 is removed by 1m in length based on the original removal range, and only the steel support is reserved.

[0130] S3: Reference Figure 5A second sump 25, a second recharge well 26 and a main structure support beam 27 are formed in the main structure 1;

[0131] The second sump 25 is used to collect the underground water seeping into the main structure, the second recharge well 26 is used to discharge the seeping underground water, and the main structure support beam 27 is installed at the side surface of the main structure 1 to support the side wall of the main structure 1 after excavation, so as to avoid collapse.

[0132] The passage main body 4 is excavated in a manner of underground excavation, and the connecting passage 2 is formed by the arch-shaped guide hole 3 and the passage main body 4.

[0133] In an embodiment, the passage main body 4 can be excavated in two directions synchronously after the main structure 1 is excavated according to the construction plan. Figure 4 and Figure 10 Step S4 includes:

[0134] S4-1: referring to Figure 9 , the first underground continuous wall 22 opposite to the arch-shaped guide hole 3 and the to-be-excavated area of the passage main body 4 is removed to form a communication hole 24 communicating the main structure, the arch-shaped guide hole 3 and the to-be-excavated area of the passage main body 4; the communication hole 24 communicates the main structure 1 and the passage main body 4.

[0135] After the first underground continuous wall 22 between the main structure 1 and the passage main body 4 is removed, the passage main body 4 can be excavated from one side of the main structure 1 along the first horizontal direction; in combination with the excavation of the passage main body 4 in different directions in the arch-shaped guide hole 3, the construction progress can be accelerated.

[0136] S4-2: the passage main body 4 is excavated from the communication hole 24 along the first horizontal direction in a manner of underground excavation; meanwhile, the passage main body 4 is excavated from the junction of the arch-shaped guide hole 3 and the passage main body 4 along the vertical direction; the passage main body 4 and the arch-shaped guide hole 3 form the connecting passage 2.

[0137] In the embodiment, the to-be-excavated area of the passage main body is excavated in different directions from multiple positions in a manner of underground excavation, which can complete the excavation of the passage main body faster than the manner of underground excavation along the first horizontal direction, and further improves the construction efficiency.

[0138] Specifically, the passage main body is divided into multiple sections along the first horizontal direction, and a section close to the main structure is excavated in the manner of underground excavation along the first horizontal direction; and other sections are excavated in the manner of downward underground excavation from the arch-shaped guide hole 3.

[0139] After excavation, waterproof structures and floor structures are timely formed, and then the remaining side walls are formed, so as to ensure that the structure is closed as soon as possible.

[0140] In another embodiment, after the excavation of the arch-shaped guide hole 3 and the necessary construction are completed, the main body 4 is excavated downward from the arch-shaped guide hole 3 in the vertical direction without waiting for the completion of the excavation of the main structure 1. After the completion of the excavation of the main structure 1, the first underground continuous wall 22 opposite the arch-shaped guide hole 3 and the area to be excavated of the main body 4 is removed, and the main structure 1 is connected with the arch-shaped guide hole 3 and the main body 4.

[0141] Or, according to the actual construction progress of the main structure 1, the following steps are performed:

[0142] After the excavation of the arch-shaped guide hole 3 and the necessary construction are completed, the main body 4 is divided into two parts, one part close to the main structure 1 and the other part away from the main structure 1;

[0143] The part of the main body 4 away from the main structure 1 is excavated downward from the arch-shaped guide hole 3 in the vertical direction. During this process, the main structure 1 is completed, and then the first underground continuous wall 22 opposite the arch-shaped guide hole 3 and the area to be excavated of the main body 4 is removed, and the part of the main body 4 close to the main structure 1 is excavated in the first horizontal direction. Finally, the main body 4 excavated in two directions is completed almost simultaneously.

[0144] Based on the above construction scheme, the arch-shaped guide hole is excavated synchronously with the main structure in the open cut method. After the completion of the excavation of the main structure, only the main body needs to be excavated in the dark. Compared with the method of excavating the arch-shaped guide hole and the main body after the completion of the excavation of the main structure, the construction efficiency is higher, and the construction period is effectively shortened.

[0145] At this time, the main structure 1 and the connecting passage 2 required by the subway station are obtained. Subsequently, the facilities inside the station can be constructed according to the construction period.

[0146] The above description is only a preferred embodiment of the present application and a description of the technical principles used. Those skilled in the art should understand that the scope of the application involved in the present application is not limited to the technical solutions formed by the specific combination of the above technical features, and should also cover other technical solutions formed by any combination of the above technical features or their equivalent features without departing from the inventive concept. For example, the above features are replaced with the technical features disclosed in the present application (but not limited to) having similar functions to form a technical solution.

Claims

1. A rapid construction method for a cut-and-cover subway station in the Quanhu area, wherein the underground structure of the subway station includes: The main structure (1) and two connecting channels (2) are interconnected; the two connecting channels (2) are symmetrically arranged on both sides of the main structure (1), and the axis of the connecting channel (2) extends along a first horizontal direction; the first horizontal direction is the direction of travel of the subway train; the connecting channel (2) is characterized in that: the connecting channel (2) includes: an arched guide hole (3) and a channel body (4) that are interconnected; the arched guide hole (3) is located directly above the channel body (4); The method includes: A first underground continuous wall (22) and a first water-stop curtain (23) with a first target depth are constructed outside the excavation area of ​​the main structure (1); the first target depth is the depth of the bottom surface of the excavation area of ​​the main channel (4); The main structure (1) is excavated vertically using an open-cut method until the first target depth is reached; during the excavation of the main structure (1), steps Q1 to Q3 are performed simultaneously. Q1: Using open-cut construction, a temporary shaft (5) is excavated vertically at a first predetermined position (7) that is offset from the main structure (1) along the second horizontal direction; the second horizontal direction is perpendicular to the first horizontal direction. Q2: Using the method of tunnel excavation, a transverse passage (6) is excavated along the second horizontal direction at the second target depth of the inner wall of the temporary shaft (5); the second target depth is the design boundary elevation between the arched guide tunnel (3) and the main body of the passage (4); Q3: At the position of the transverse passage (6) directly opposite the main structure (1), the arched guide hole (3) is constructed along the first horizontal direction. The main body of the tunnel (4) is excavated using a cut-and-cover method, including: The first underground continuous wall (22) facing the area to be excavated between the arched guide tunnel (3) and the main body of the passage (4) is removed to obtain a connecting tunnel (24) connecting the main structure (1), the arched guide tunnel (3) and the main body of the passage (4) to be excavated. Using the method of tunnel excavation, the main body of the channel (4) is excavated from the connecting tunnel (24) along the first horizontal direction; at the same time, the main body of the channel (4) is excavated vertically from the junction of the arch guide tunnel (3) and the main body of the channel (4); the arch guide tunnel (3) and the main body of the channel (4) form the connecting channel (2).

2. The rapid construction method for cut-and-cover subway stations in the Quanhu area according to claim 1, characterized in that, Q1: Using open-cut construction, a temporary shaft (5) is excavated vertically at a first predetermined position (7) offset from the main structure (1) along the second horizontal direction, including: Q1-1: Construct a second underground continuous wall (8) and a second water-stop curtain (9) with a second target depth at the first set position (7); Q1-2: Using open-cut construction, excavate vertically at the first designated position (7) until the second target depth is reached to obtain the initial temporary shaft; Q1-3: Construct the first sump (10) and the first recharge well (11) within the initial temporary shaft to obtain the temporary shaft (5).

3. A rapid construction method for open-cut and cut-and-cover subway stations in the Quanhu area according to claim 1, characterized in that, Q2: using cut-and-cover construction, a transverse passage (6) is excavated along the second horizontal direction at the second target depth of the inner wall of the temporary shaft (5), including: Q2-1: At the second target depth of the inner wall of the temporary shaft (5), a horizontal channel grouting reinforcement layer (12) is constructed along the second horizontal direction on the side close to the main structure (1); the horizontal channel grouting reinforcement layer (12) is located outside the area to be excavated in the horizontal channel (6); Q2-2: Insert a support pipe roof (13) into the grouting reinforcement layer (12) of the transverse channel near the top of the area to be excavated in the transverse channel (6); Q2-3: The cross passage (6) is excavated in the area to be excavated by tunneling to obtain the cross passage (6).

4. The rapid construction method for cut-and-cover subway stations in the Quanhu area according to claim 1, characterized in that, Q3: At the position of the transverse passage (6) directly opposite the main structure (1), the arched guide hole (3) is constructed along the first horizontal direction, including: Q3-1: On the inner surface of the transverse passage (6) facing the main structure (1) and located above the outer side of the area to be excavated in the arch guide tunnel (3), a reinforced layer (14) for the arch guide tunnel is constructed. Q3-2: Divide the area to be excavated in the arched guide tunnel (3) into multiple sub-regions with intervals between them; Q3-3: Excavate multiple sub-regions along the first horizontal direction using a cut-and-cover method; Q3-4: Install support components at multiple of the aforementioned sub-regions; Q3-5: Install a reinforcing beam (15) inside the transverse passage (6); the reinforcing beam (15) is used to support the transverse passage (6) and the arched guide tunnel (3); Q3-6: Using the method of tunneling, the area between multiple sub-areas is excavated along the first horizontal direction, and the supporting arch lining (16) and the first transverse diaphragm (17) are applied to obtain the arch guide tunnel (3).

5. A rapid construction method for open-cut and cut-and-cover subway stations in the Quanhu area according to claim 4, characterized in that, Q3-4: At the multiple sub-regions, construct support components, including: Multiple edge stakes (18) are installed at the edge of the sub-region. Multiple central piles (19) are constructed in the sub-region located in the middle of the arched guide tunnel (3); both the side piles (18) and the central piles (19) are inserted vertically into the excavation area of ​​the main body of the channel (4); An edge support beam (20) is constructed at the edge of the sub-region; the edge support beam (20) extends along a first horizontal direction and is fixedly connected to a plurality of the edge stakes (18); A top longitudinal beam (21) is constructed on top of all sub-regions; the top longitudinal beam (21) extends along a first horizontal direction to support the arched guide hole (3).

6. A rapid construction method for cut-and-cover subway stations in the Quanhu area according to claim 1, characterized in that, The main structure (1) is excavated vertically using open-cut construction until the first target depth is reached. Before excavating the main body of the tunnel (4) using cut-and-cover construction, the following steps are also included: A second water collection pit (25), a second recharge well (26), and a main structure support beam (27) are constructed within the main structure (1).

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